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4�1 Union Avenue NE
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U:�r'tac� V�/rter Drainage
Technical Information
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Firestone
421 Union Avenue NE
Renton, Washington
Surfa ce Wa ter Dra inage
Technical Informa tion Report
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February 14, 2011
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1505 Westlake Ave. N T 206.522.9510
Suite 305 F 206.522.8344
Seattle, WA 98109 www.pacland.com
jeff Chambers, P.E.
__ Max Berde
Firestone Technical Information Report Renton, Washington
. � ' � �
Section Page
ExecutiveSummary................................................................................................................2
ProjectOverview...................................................................................................................4
1. Site Location ........................................................................... ....4
................................
2. Drainage Basins, Site Characteristics, and Sub-basins ...................................................5
3. Soils............................................................................................................................5
4. Infiltration ......:............................................................................................................6
Preliminary Conditions Summary...........................................................................................7
OffsiteAnalysis....................................................................................................................10
1 . Upstream Analysis.....................................................................................................10
2. Downstream Analysis................................................................................................10
3. Evidence of Existing or Predicted Problems................................................................10
Retention/Detention Analysis and Design ............................................................................11
1 . Hydrologic Analysis..................................................................................................11
2. Matching Forested Site Conditions.............................................................................12
3. Offsite Flows.............................................................................................................13
4. Water Quality ...........................................................................................................13
Conveyance System Analysis and Design .............................................................................15
Special Reports and Studies .................................................................................................16
Basin and Community Planning Areas..................................................................................17
OtherPermits......................................................................................................................18
Bond Quantities, Facility Summaries, and Declaration of Covenant.....................................19
Erosion/Sedimentation Control Design.................................................................................20
Maintenance, Operations and Pollution Prevention Plan .....................................................21
Appendices: A — Drainage Basin Exhibits
B — Flow Control Application Map �
C — Forested and Proposed Runoff Calculations j
D — Detention Calculations '
E — Water Quality Calculations I
F — Infiltration Feasibility Study I
P,�aCL.nv� Project .# 10.113.001 Page 1
Firestone Technical Information Report Renton, Washington
Site Locafion:
The property is located at 421 Union Avenue NE in Renton, Washington. The site is
bordered by NE 4`h Place to the north, Union Ave NE to the east, residential and restaurant
uses to the west, and a restaurant to the south. The site is currently vacant and was
previous developed as a restaurant. This project proposes to construct a 7,654 square foot
Firestone auto care building on the 1.22 acre site.
Design Criteria:
The City of Renton uses the City of Renton Amendments to the King County Surface 1Nater
Management Design Manual (KCSWDM), 2009 Edition.
Because the project proposes to add and replace more than 2000 sf of impervious surfaces,
detention is required. This project will evaluate the pre-developed and post-developed site
conditions, matching the stormwater runoff durations from one-half the 2-year through the
50-year storm events. The pre-developed condition will be modeled as 100% forested
based on the City of Renton Flow Control Duration Standard Matching Forested
Conditions, as shown in the Flow Control Application Map in Appendix B. Additionally,
water quality treatment �vill be provided for the ne�v pollution generating impervious
surfaces (PGIS).
Table 1
Jurisdicfional Requirements
Peak Runoff Control: Flo�v Control Duration Standard
Matching Forested Site Conditions
�/z 2-year: Match forested condition
2-year: Match forested condition
1�-year: Match forested condition
50-year: Match forested condition
Water Quality: Enhanced Basic 1NQ Treatment
Preceding detention: 35°/0 of developed 2-year flow rate
Downstream of detention: Full 2-year release rate from detention !
Proposed Drainage Sysfem:
The project proposes to collect and convey onsite runoff with a concrete swale and gutter
system to drain the parking areas. The site grading has been designed to allow runoff from
the parking lot to sheet flow to the concrete swale and then flow via concrete gutter and
scuppers along the v��est side of the parking area to the north. Runoff first is treated in a
3,415 CF water quality �vetpond and then flows into a StormFilter manhole with CSF
media cartridges to provide Enhanced Basic water quality treatment. The treated runoff
from the parking areas, as �vell as the roof runoff, is detained in a 17,314 CF detention
F�ond on the northern portion of the site. A flo�v control structure out of the detention ��ond
PacLA�y� Project � 10.1 13.001 Pa�e 2
Firestone Technical Information Report Renton, Washington
with two orifices will match the forested pre-developed stormwater durations described in
the Design Criteria. Runoff will discharge from the onsite flow control structure to the City
of Renton stormwater system via a 12" storm drain line running northwest across NE 4`n
Place to a storm drain manhole along the northe�n curb of NE 4`h Place.
Conclusion:
The proposed stormwater management system for this project has been designed in
accordance with regulatory criteria described above and consistent with sound engineering
practice. This design has incorporated stormwater detention to meet the Flow Control
Duration Standard Matching Forested Site Conditions and stormwater quality BMP's to
meet the Enhanced Basic water quality treatment requirements of King County and the City
of Renton. Therefore, no significant adverse impacts to the stormwater management
system are expected as a result of the proposed development.
i
P.�,cL���l� Project � 10.113.001 Pao� 3
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Firestone Technical Information Report Renton, Washington !
' � I
Site Location
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Location: 421 Union Avenue NE, Renton, �NA 98056
Section/Township/Range: SE '/a of Section 9, Township 23N, Range 5E of W.M.
Parcel/Tax Lot(s): 0923059050
Size: 1 .22 acres
City, County, State: Renton, King County, Washington
Governing Agency: City of Renton
Design Criteria: City of Renton Amendments to the 2009 King County Surface Water
Design Manual (KCS�I�DM)
P:�CL��u ProjecT TM 10.113.001 PdgP 4
Firestone Technical Information Report Renton, Washington
Drainage Basins, Subbasins, and Site Characteristics
Drainage Basin
The project site is located in the Lower Cedar River Basin.
Existing Sub-Basins
The project site has one existing sub-basin. See Exhibit A in Appendix A for a depiction of
the existing sub-basin. Runoff flows across the existing site generally from west to east.
Runoff is collected in three catch basins along the south and east property lines and
conveyed to the southeast corner of the site by 18" storm pipe. The stormwater is
discharged from the site by an 8" storm pipe to the southeast and subsequently into the
City of Renton storm system on Union Ave NE. This sub-basin is 1.22 acres.
Proposed Sub-Basins
The project site has one proposed sub-basin. See Exhibit B in Appendix A for a depiction
of the proposed sub-basin. The project proposes to collect onsite runoff with a concrete
swale within the southern portion of the parking lot and concrete gutter with scuppers
along the western curb and convey stormwater to the north of the site before being
discharged into the City of Renton stormwater system on the north side of NE 4`h Place
adjacent to the project site.
Table 1, below, shows the area breakdown for the existing and proposed sub-basins.
Table 1 — Sub-basin Areas
Surface Existing Basin (st� Proposed Basin (sfl
Roof (Bldg)* 3,073 7,654
Pavement 33,126 26,974
Landscape 16,801 18,3 72
Total 53,000 53,000
*exiting rooi area acsumed from existing building pad area
As shown in Table 1, the amount of impervious surfaces decreases by 1571 SF from the
existing use to the proposed condition. Because the existing impervious surfaces are
proposed to be replaced, stormwater mitigation is required. '
Site Characteristics
The property is located at 421 Union Avenue NE in Renton, Washington. The site is
bordered by NE 4`'' Place to the north, Union Ave NE to the east, residential and restaurant
uses to the west, and a restaurant to the south. The site is currently vacant and was
previous developed as a restaurant. This project proposes to construct a 7,654 square foot
Firestone auto care building on the 1 .22 acre site.
Soils
The site is r7�apped as Alder�ti�ood (AgC) Gravelly Sandy Loam according to the USDA
Natural Resource Conservation Service, Soil Survey for King County Area, Washington.
P�cL�,��v� Project � 10.113.001 Page 5
Firestone Technical Information Report Renton, VVashington
The till soil group was used for KCRTS runoff calculations. A complete geotechnical report
has not completed for the site.
Infil tra tion
An Infiltration Feasibility Study was prepared by Otto Rosenau & Associates, Inc., dated
January 17, 2011, to determine the potentia) for stormwater infiltration onsite. Based on
four percolation test pits on the northern portion of the site, the measured infiltration rate
was determined to be 0.25 inches/hour. After safety factors, the design infiltration rate
would be as low as 0.015 inches/hour. Based on these results, infiltration has been
determined to be unfeasible due to the very large size of infiltration pond that �vould be
required. The complete Infiltration Feasibility Study is included in Appendix F.
�
P,aCL��[� Project� 10.1 1'3.001 Page 6
Firestone Technica� Information Report Renton, Washington I��
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As required by the 2009 King County Surface Water Design Manual (KCSWDM) and City
of Renton Amendments, this project is subject to full drainage review. Therefore, the storm
drainage design for this project is required to comply with all eight (8) Core Requirements
and five (5) special requirements. The requirements have been met as follows:
Core Requirement #1: Discharge at Natural Location
The discharge from a proposed project must occur at the natural location.
Response: Onsite runofi tivill be collected, conveyed, treated, and detained. Al! onsite
runoff is subsequently conveyed to the City of Renton stormwater system which
discharges into Maplewood Creek and subsequently the Cedar River.
Based on the existing topographic survey, the site has a discharge pipe to the south.
However, based on the topography of the project site and Union Ave NE, it appears the
site stormwater would sheet flow to the northeast and southeast corners of the property if
not intercepted by the three existing catch basins onsite. Stormwater would theoretically
flow offsite onto Union Ave NE and the northern portion of the site would drain north
towards NE 4`'' PL, while the soutliern portion of the site �vould drain south on Union Ave
NE towards NE 4`'' St.
Based on the shallow depth of the existing storm drain lines to the south of the property
on Union Ave NE and the physical constraints of the site, the project is proposing to
discharge to the stormtivater system to the north of the site on NE 4`h PL. No dotivnstream
impacts are anticipated as a result of the proposed improvements.
Core Requirement #2: Off-site Analysis
All proposed projects must identify the upstream tributary drainage area and perform a
downstream analysis. Levels of analysis required depend on the problems identified or
predicted. At a minimum, a Level 1 analysis must be submitted with the initial permit
application.
Response: The upstream and dotvnstream a��alyses have been perforn�ed and are
summarized on page ]0 of this report.
Core Requirement #3: Flow Control
Proposed projects must provide runoff controls to limit the developed conditions peak
rates of runoff to the pre-development peak rates for specific storm events based on the
proposed project site existing runoff conditions.
Response: Stormwater will be detained onsite and released to match the pre-developed
durations 1or forested site conditions from 50% ofi the 2-year u�� to the 50-year 11oti�, in
addition to matching the forested site condition 2-vear and 10-year peak storrn events, as
P,�CL������ Project � 10.1 13.001 Page ,
Firestone Technical Information Report Renton, Washington
described in the City of Renton's Flow Contro! Duration Standard Matching Forested Site
Conditions.
Core Requirement #4: Conveyance System
All conveyance systems for proposed projects must be analyzed, designed and constructed
for developed on-site runoff from the proposed project.
Response: The proposed conveyance system has been designed to convey the 25-year
peak flow. The onsite water quality and deteniion ponds have one foot of freeboard. The I,
flow control structure has been designed with an overflow "birdcage" rim in case of I
failure. !n an emergency overflow condition, the detention pond would discharge
stormwater to the east, across the northwest portion of the site, and to the City stormwater
system on Unron Ave NE.
Core Requirement #5: Erosion/Sedimentation Control Plan
All engineering plans for projects that propose to construct new, or modify existing �,
drainage facilities, must include a plan to install measures to control erosion and I
sedimentation during construction and to permanently stabilize soil exposed during �
construction.
Response: Erosion and sediment control requirements �,vill be a part or the project
construction documents. These measures will rnclude methods to reduce erosion of onsite
site soils and to prevent sediments from inadvertently leaving the project site.
Core Requirement #6: Maintenance and Operation
Maintenance of all drainage facilities constructed by a proposed project is the
responsibility of the property owner.
Response: An Operations and Marntenance Manual is rncluded in this report.
Core Requirement #7: Financia) Guarantees and Liability
Construction of any surface �ti�ater facilities requires the posting of a bond with the City of I
Renton.
Response: ,A Bond Quantities ��vorksheet �vill be i��cluded �vith the final sub���ittal of the
constructioi� document�.
Core Requirement #8: Water Quality
Proposed projects must provide water quality facilities to treat the runoff from those new
and replaced pollution-generating impervious surfaces and pollution-generating pervious
surfaces targeted for treatment.
Response: The proposed project iii�proveri�ents include aE�proxirl�ately 0.62 acres of ne���
or replaced pollution-generating impervious surface. A water quality �vetpond ancl
StormFilter cartridge treatment system with CSF media �vill be constriicred to ��rovide
Enhancecl B�sic 4�Vater Qualit�� treatmei�t for tar�et surfaces onsite.
-- - -__.
P,�<�L:����D Proje�t �# 10.11 3.001 Pa�e� 8
Firestone Technical Information Report Renton, Washington
Special Requirement #1: Other Adopted Area-Specific Requirements
Response: At this time, the proiect site is not knotim to be under any other adopted area-
specific requirements.
Special Requirement #2: Flood Hazard Area Delineation
Response: The project site is not �a�ithin a flood hazard area.
Special Requirement #3: Flood Protection Facilities
Response: The proposed project will not rely on an existing flood protection facility or
construct a new flood protection facility.
Special Requirement #4: Source Controls
Response: Water quality source controls �vrll be applied in accordance tivith the King
County Stormwater Pollution Prevention Manual and Renton Municipal Code IV. A
Pollution Prevention Plan for the Firestone site has been included on page 25 of this
repori.
Special Requirement #5: Oil Control
Response: The proposed buildrng includes an oil/water separator which drains to the
sanitary se�ver to collect petroleum productions before entering the site parking areas.
Additionally, the flo�v control srructure at the outler of the detention pond includes a
downturn elbow to prevent the release of oils into rhe City of Renton storm�vater system.
------- � - -- - _ ___ _
P.a��L.�tin Pro ect � 10.11 3.001 Pa�E� 9
Firestone Technical �nformation Report Renton, Washington
/ .
Upstream Analysis
Based on topographic survey, there is minimal tributary area to this site. NE 4`h Place to the
north and Union Ave NE to the east intercept stormwater before it reaches the site.
Additionally, the existing topography surrounding the site prevents any significant amount
of run-on.
The upstream basin for the proposed connection on NE 4`'' Place to the City of Renton
system consists of only one upstream catch basin. Based on the size of the 12" storm drain
pipe, this conveyance system is believed to have sufficient capacity for the proposed
project's mitigated stormwater discharge, which less than 0.1 cfs in the 100-year peak
event.
Downstream Analysis
A downstream analysis of the existing drainage system was performed on January 14, 201 1
by Jeff Chambers, P.E. of PACLAND.
Currently runoff is intercepted onsite by three catch basins and discharges the site to the
south via an 8" storm pipe. The stormwater enters the municipal stormwater system in
Union Ave NE. This system continues south to NE 4`h St. The City of Renton stormwater
maps indicate that the conveyance system flows east on NE 4'h St. It is assumed that the
stormwater discharges from the City of Renton municipal system into Maple�vood Creek
and then the Cedar River.
The stormwater conveyance system on NE 4''' Place flows west to a private detention vault
and flow control facility located east of Queen Ave NE. According to the City of Renton
stormwater maps, this vault discharges to another private flow control tank before
conveying stormwater to the south on Queen Ave NE towards NE 4`h Street. It is believed
that storr7i�,vater then flo�,vs 4vest and south eventually discharging to the Cedar River.
The design basin sizes for the private storm�vater detention vault and tank downstream of
NE 4`h PL, near Queen Ave NE, are not known at this time. Because the fully forested site
conditions assumed in design of this project, which will be matched in the developed
stormwater system, discharge a 100-year peak of less than 0.1 cfs, it is believed that this
downstream system has reasonable capacity for the project site storm�vater discharge.
Evidence of Exisfing or Predicted Problems
There is no visible evidence of drainage problen�s on or near the project site. No drainage
problems are predicted as a result of the proposed improvements.
PACL-eti1� -- - ----- Project TM 10.113.001 - - — Page 10
Firestone Technical Information Report Renton, Washington I
' � 1 � . 1 � I
The City of Renton Amendment to the 2009 King County Surface Water Design Manual
requires peak runoff control such that the post-developed durations match that of the pre-
developed site for 50% of the 2-year through the 50-year storm events, as well as matching
the pre-developed 2-year and 10-year peak discharge rates.
The City of Renton Amendment applies flo�v control standards based on geographic areas,
as determined by the Flow Control Application Map (see Appendix B). The project site lies ,
within the Flow Control Duration Standard — Matching Forested area. This area requires i
matching of existing pre-developed peak storm durations, assuming that the pre-developed ',
condition of the site is completely forested. The analysis below matches the forested �
condition described in the City of Renton Amendment.
Hydrologic Analysis
The King County Runoff Time Series (KCRTS) program using a historic 1-hour duration in
the Sea-Tac rainfall region (location scale factor ST-1.0) was used to model runoff. The
detailed KCRTS outputs have been included in Appendix D.
Existing Site Hydrology
The existing site condition (1.22 acres) under the fully forested pre-developed condition is
shown below:
Table 6
Pre-developed(Forested)Site Conditions
Area Condition Soil/Land Cover Type
1.22 AC Forest Till Forest
Table 7
Pre-developed(Forested) Peak Runoff Rate
Event Rate
50% 2-year 0.015 cfs
� 50-year 0.085 cfs
100-year 0.097 cfs
Developed Site Hydrology
The developed site condition is provided belo�v:
Table 8
Developed Site Conditions
Area Condition Soil/Land Cover Type
0.80 AC PavemendRooftop Impervious �
0.42 AC � Landscaping Till Soil
PncL�ND Project# 10.1 13.001 Page 1 1 '�
Firestone Technical Information Report Renton, Washington
Table 9
Developed Peak Runoff Rate (Unmitigated)
Event Rate
SO% 2-year 0.113 cfs '
50-year 0.406 cfs
100-year 0.444 cfs
Refention/Detenfion Sysfem for Matching Foresfed Sife Condifions
The post developed 100-year peak runoff�ate for the site differs by 0.35 cfs from the
forested condition. A flow control facility is required to detain site runoff and release it at
the matched durations of the pre-developed forested condition, shown in Table 7 above. �
A pond was sized using KCRTS to determine the required detention volume for the !�
proposed site conditions. Based on the proposed finish grades and existing storm drain j
inverts in NE 4`h Place, it was determined that approximately 4.0' of active storage would I
be available within the detention pond. Using the existing and proposed site parameters I
listed above in Tables 7 and 9, the following detention requirements were calculated: '
Table 10
Detention Facilify Details ,
Bottom
Bottom Elevation Live Volume Volume
Detention Area of Live Storage Required Provided
Facility (SF) Storage Depth (CF) (CF)
Pond 2810 397.50 4.0' 16,572 17,314
Table 11
Flow Control Structure Details
! Orifice Orifice Size Elevation
1 3 7/64" 3 9 7.5'
2 1-5/16" 400.5
Overflow 12" Diameter 401.5'
Emergency Birdcage 402.5'
Overflow Strudure
Approximately 16,572 cubic feet of storm�vater detention is required to meet the City of
Renton Flow Control Duration Standard Matching Forested Condition for this site.
A flow control structure will be utilized at the outlet from the detention pond to control
release rates to the municipal system. The details of the flow control structure are sho�vn
in Table 1 1 above and in Appendix D.
P,�CL�ND Project � 10.113.001 Pag� 12
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Firestone Technical Information Report Renton, Washington
The mitigated developed peak discharge rates from the flow control structure are shown
below in Table 12. Although there are slight increases in the mitigated discharge peaks
above the predeveloped rates for the 50 and 100-year events shown in Table 7, the KCRTS
analysis shows that the output duration curve does not exceed the pre-developed target
duration curve by more than 10% at any point, which meets the Flow Control Duration
Standard Matching Forested Site Conditions requirements. The KCRTS duration analysis
shows that the maximum positive excursion is 8.7% and no more than half of the
deviation from the target duration curve is above the target duration, which also indicates
an acceptable pond and flow control design. The full KCRTS analysis is included in
Appendix D.
Table 12
Deve/oped Peak Runoff Rate (Mitigated)
Event Rate
50% 2-year 0.011 cfs
50-year 0.094 cfs
100-year 0.120 cfs
Offsite flows
Approximately 1295 SF and 1410 SF of impervious surfaces at the north and south
driveway entrances along Union Ave NE on the eastern portion of the site can not be
captured by the onsite storm drainage system, due to limitations in the site grading and
elevation of the stormwater discharge. Runoff from the combined 2705 SF of impervious
surface will sheet flow offsite to the east into Union Ave NE and will be intercepted by
catch basins in the City of Renton's public storm drain system on Union Ave NE. The
design of the onsite detention system has been calculated to include all onsite areas,
including those that cannot be captured. The over-detention is designed to mitigate for the
runoff that cannot be captured onsite.
Water Quality
The project will folloti� the Enhanced Basic Water Quality menu for a two-facility treatment
train in the King County Surface Water Design Manual, based on the commercial land use.
A 3,455 CF wetpond followed by a StormFilter cartridge filter system with CSF media will
fulfill the water quality treatment requirements. Per the Design Criteria for basic wetponds,
section 6.4.1.2 of the King County Surface Water Design Manual, wetponds with a
required wetpool volume less than 4,000 cubic feet may be singled celled. Therefore, the i
4vater quality wetpond shown in this design has only one cell. The water quality treatment
design volumes and rates are shown below in Tables 13 and 14. The �vater quality sizing
details are show in Appendix E.
P,�cL��D Project � 10.1 13.0�1 Page 13
Firestone Technical Information Report Renton, Washington
Table 13
Water Quality Required Volume (Wetpond)
Facility Type WQ Volume Required WQ Voume Provided
Basic Wetpond 3,378 CF 3,455 CF
Table 14
Water Quality Volume (StormFilter)
Facilit Location Return Period WQ Design Flow (cfs)
Preceding 35% of developed 2-yr
detention peak flow rate 0.103
The sizing for the StormFilters is based on the requirements outlined in Section 6.5.5 of the
2009 King County Surface Water Design Manual and sizing from Contech based on
measured treatment capabilities of the units. A summary of the StormFilter sizing is in
Table 15 below:
Table 15
' StormFilter Details
� Number of Drop Required Inlet to Invert In/ TreatmenUPeak
Cartridges Outlet Invert Out Flow Rate ,
5 1.8' (LowDrop Cartridges) 399.50/ 0.103 cfs/0.943 �
3 9 7.70 cfs
The StormFilter manhole is located near the edge of the parking field for maintenance
access and replacement of the CSF media cartridges.
_ _ __- —-- -- ---—--- --- -—
P,�cL�ti�t� Project # 10.1 13.001 Page 1�3
Firestone Technical Information Report Renton, Washington
� . � ► .
Con veyance
Per the 2009 King County Surface Water Design Manual, Section 4.2.1.2, the on-site
stormwater conveyance is calculated based on gravity flow analysis of the piping network.
Peak runoff associated with a 25-year storm event has been determined to be adequate.
Uniform Flow Analysis utilizing Manning's equation was employed with a Manning's "n"
value of 0.012.
, Manning's equation - Q= 1.49n xAxR2�3xS'�2
With: Q = Flow (CFS)
n = Manning's Roughness Coefficient (0.012)
A = Flow Area (SF)
R = Hydraulic Radius = Area /Wetted Perimeter {LF)
S = Slope of the pipe (ft/ft)
The proposed conveyance system will adequately convey the 25-yr event, and all
proposed storm pipes and swales are to be designed such that their capacity meets or
exceeds that required during a 25-year event. Additionally, the overflow from a 100-year
runoff event vvuill not create or aggravate a severe flooding problem or severe erosion
� problem.
100-Year Flood/Overflow Condition
Review of the most recent FIRM maps indicates that the project site lies within the Zone X,
which is determined to be outside of the 100-year flood plain.
In the event of a larger storm, it is unlikely that the system would fail. Based on a review
of the site and immediate surroundings, the overflow of the stormwater conveyance system ',
would allow surface �vater to sheet flow to the public storm system northeast of the site in
Union Ave NE.
P�CL ,�I� Proj�ci � 10.113.001 Pa�e 15
Firestone Technical Information Report Renton,Washington
� ' . ' ' � � . � � •
An Infiltration Feasibility Study was prepared by Otto Rosenau & Associates, Inc., dated
January 17, 201 1, and is discussed in the Project Overview section of this report. The
complete Otto Rosenau & Associates study is included in Appendix F.
P,�CL�Nu Nroject # 10.1 13.001 Page 1 G
Firestone Technical Information Report Renton, Washington
� .
� . . I I , ' .
The project site lies �vithin Lower Cedar River Basin.
P�CL:���� Project # 10.1 13.001 Page 1 ,
Firestone Technical lnformation Report Renton, Washington
1 '
The follov��ing governmental approvals or permits will likely be required for this project:
• City of Renton Site Plan Review
• City of Renton Building Permit
• Washington State Department of Ecology NPDES Permit
• Sewer Permit
• Water Permit
These permits will require approval by the City of Renton Planning Division, King County,
or the Department of Ecology.
� I
P,�CL�h�D Project � 10.113.001 Pa�e 18
Firestone Technical Information Report Renton, Washington
► � � 1 . , . • I • � � �
The following items will be submitted upon approval of the Building Permit plans:
• Site Improvement Bond Quantity Worksheet
• Declaration of Covenant for Maintenance and Inspection of Flow Control BMPs
�
Pr�CL�hD Project# 10.113.001 Page 19 I
Firestone Technical Information Report Renton, Washington
� � • � � � � I • .
All erosion and sediment control measures shall be governed by the requirements of the
City of Renton and the Washington State Department of Ecology. A temporary erosion and
sedimentation control plan will be prepared to assist the contractor in complying with
these requirements. The Erosion and Sediment Control (ESC) plan wil) be included with
the construction plans.
�
P,u L���U Project � 10.113.001 Pa�;e 20
Firestone Technical Information Report Renton, Washington
. , � 1 � i
Maintain Stormwater Facilities
The owner or operator of the project shall be responsible for maintaining the stormwater
facilities in accordance with local requirements. Proper maintenance is important for
adequate functioning of the stormwater facilities. The following maintenance program is
recommended for this project:
Maintenance Checklist for Cafch Basins and Inlets
frequency Drainage � Problem Co�ditio�s To Check For Conditions That Should Exist
System
feature
M,S General Trash,debris,and Trash or debris in fro�t of the No trash or debris located
sediment in or on catch basin opening is blodcing immediately in front of catch
basin capacity by more than 10°la. basin opening. Grate is kept
clean and allows water to
enter.
M Sediment or debris(in the basin) No sediment or debris in the
that exceeds 1/3 the depth from catch basin. Catch basin is
the bottom of basin to invert of the dug out and clean.
lowest pipe inro or out oi the
basin.
M,S Trash or debris in any inlet or pipe Inlet and OuNet pipes free ot
blocking more than t/3 of its trash or debris.
height.
Ivt Strudural damage Corner of frame extends more than Frame is even with curb.
to ttame and/or rop 3'. inch past curb face into the
slab street(if applicable).
M Top clab has holes larger than 2 Top slab is free of holes and
square inches or cracks wider than aacks.
%< inch iintent is ro make sure all
material is running inro the basin).
ti1 Frame not sitting flush on rop slab, Frame is sitting rlush on top
i.e.,separation o�more than �< slab.
inch of the frame from the top
slab.
A Cracks in basin Cracks tivider than Y2 inch and Basi�replaced or repaired to
walls/bottom longer than 3 feet,any evidence of design standards. Contac7 a
soil particles entering catch basin professional engineer for
through cracks,or maintenance evaluation.
person judges that structure i;
unsound.
A Cracks wider than Yz inch and No cracks more than %4 inch
longer than 1 foot at the joint of wide at the joint of
any inleUouilet pipe or any inleUoutlet pipe. Contact a
evidence oi soil particles entering professional engineer for
catch basin through cTacks. evaluation.
A SetdemenU Ba�in has settled more than 1 inch Basin replaced or repaired to
micalignment or has rotated mae than 2 inchec design standards. Contact a
out of alignment. professional engineer for
evaluation.
If you are unsure v+�hether a problem exists, please contact a Proressional Engineer.
Camments:
A = Annual (March or April, preferred)
M = Monthly (see schedule)
S = ,After major stormti iusP 1-inch in 24 hours a� a guidelinP)
P:�cL;��i� Project,"� 10.11:1.001 Pa;e 21
Firestone Technical Information Report Renton, Washington
(CONTINUfD)
M,5 Fire hazard of other Presence of chemicals such as No color,odor,�sludge.
pollution natural gas,oil,and gasoline. Basin is dug out and clean.
Obnoxious color,odor,or sludge
noted.
M,S Outlet pipe is Vegetation or roots growing in No vegetation or roo[gro�vth
clogged with inlet/outlet pipe joints that are present.
vegetation more than 6 i�ches tall and less
than 6 incfies apart.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Mainfenance Checklisf for fencing/Shrubbery Screen/Other tandscaping
Frequency Drainage � Problem Conditions To Check For Conditions That Should Exist
System
Feature
M General Micsing or broken Any defed in the ience or screen Fence is mended or shrubs
parts/dead shrubbery that permits easy entry to a facility replaced to form a solid barrier to
entr .
M,5 Erosion Erosion has resulted in an opening Replace soil under fence so that
under a fence that allows entry by no opening exceeds 4 inches in
people or pets. height.
M Unruly vegetation 5hrubbery is gro�-ing out of control Shrubbery is trimmed and weeded
or is infested with weeds. ro provide appealing aesthetics.
Do not use chemicais to control
weeds.
A Wire Damaged parts Posts out of plumb more than 6 Posts plumb ro within 1-1/2
Fences inches. inches oi plumb.
A Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
A Any part of fence(including posts, Fence is aligned and meets design
top rails,and fabric)more than i foot standards.
out of decign alignment.
A hlissing or loose tension wire. Tension�vire in place and holding
fabric.
A Missing or loose barbed wire that is Barbed wire in place with less
sagging more tha�2-1/2 inches than ?'a-inch sag bet�veen posts.
between posts.
A Extension arm missing,broken,or Extension arm in place with no
bent out of shape more than 1-1/2 bends larger than 3/4 inch.
i�ches.
A Deteriorated paint or Part or parts that have a rusting or Strudurally adequate posts or
protective coating scaling condition that has affected parts with a uniform protective
structural adequacy. coating.
Ivf Openings in fabric Openings in fabric are such that an No openings in fabric.
8-inch diameter ball could tit
through.
If you are unsure�vhether a problem exists, please contact a Professional Engineer.
Comments:
A = Annual {March or April, preferred)
M = Monthly (see schedule}
S = After major storms (use 1-inch in 24 hours as a �uideline)
� I
P�c_L�ND Project � 10.1 13.001 Page 2�
Firestone Technical Information Report Renton, Washington
Mainfenance Checklist for Conveyance Systems (Pipes, Ditches and Swa/es)
Frequency Drainage � Problem Conditions To Checic For Conditions That Should Exist
System
Feature
h1,S Pipes Sediment& Accumulated sediment that exceeds Pipe cleaned of all sediment and
debris 20°/0 of the diameter of the pipe. debris.
h1 Vegetation Vegetation that reduces free movement All vegetation removed so water
of water through pipes. flows freely through pipes.
A Damaged Protective coating is damaged;rust is Pipe repaired or replaced.
(rusted,bent, causing more than 50°h deterioration to �
or crushedl any part of pipe. �
M Any dent that significantly impedes Pipe repaired or replaced.
flo�v(i.e.,deveases the cross section
area of pipe b more than 20°/0).
M Pipe has major aacks or tears allowing Pipe repaired or replaced.
roundwater leakage.
M,5 Open Trash&debris Dumping of yard wastes such as grass Remove trash and debris and
Ditches clippings and branches into basin. dispose as prescribed by the
Unsightly accumulation of County.
nondegradable materials such as glass,
plastic,metal,foam,and coated paper.
M Sediment Accumulated sediment that exceeds Ditch cleaned of all sediment and
buildup 20%of the design depth. debris so that it matches design.
A Vegetation Vegetation(e.g.,weedy shrubs or 1Nater flows freely through
saplings)that reducec free movements ditches. Grassy vegetation should
oi water through ditches. be left alone.
M Ero�ion Check around inlets and outlets fw Find caused of erosion and
damage to signs of erosion. Check berms for signs eliminated them. Then slopes
slopes of sliding or settling. Ac[ion is needed should be stabilized by using
where eroded damage over 2 inches appropriate erosion control
deep and where there is potential for measure(s);e.g.,rock
� continues erosion. reiniorcement,planting grass,
compadion.
A Rock lining Maintenance person can see native soil Replace rocks to design ctandard.
out of place or beneath the rock lining.
mic�ing(if
applicable)
Varies Catch See Catch Basins Checklist. See Catch Basins Checklist. !
basinc
h1,S Swales Tra�h &debris See above ior Ditches. See above for Ditches.
M Sediment See above for Ditches. Vegetation may need to be
buildup replanted atter cleaning.
M Vegetation not Grass cover is sparse and seedy or areas Aerate soils and reseed and mulch
growing or are overgrown with woody vegetation. bare areas. h1aintain grass height
overgrown at a mi�imum of 6 inches for best
ctormwater treatment. Remove
woody gro�2h,recontour,and
reseed as necessary.
M,5 Erocion See above for Ditches. See above�or Ditches. I
damage to
slopes '
M Conversion by Swale has been filled in or blocked by If possible,speak with homeowner
homeowner ro shecl,�voodpile,shrubbery,etc. and request that swale area be
incompatible restored. Contact the County to
use report problem if not rectified
voluntaril .
A Swale does not 1Nater stands in swale or Flow velocity A survey may be needed to check
drain is very slow. Stagnation occurs. grades. Grades need to be in 1-
5°�o range if possible. If grade ic �
less than 1°o underdrains may
need ro bP in�talled.
PnCL��� Project � 10.113.001 Page 23
Firestone Technical Information Report Renton, �Vashington
Maintenance Checklist for Grounds (Landscaping) '�
Frequency Drainage �l Problem Conditions To Check For Conditions That Should Exist �
System
Fea[ure
M General Weeds Weeds growing in more than 20%of Remove trash and debris a�d
(nonpoisonous) the landscaped area(trees and shrubs dispose as presaibed by the
only). County.
M Insed hazard Any presence of poison ivy or other Ditch cleaned of all sediment
poisonous vegetation or insect nests. and debris so that it matches
desi n.
M,S Trash or litter Dumping of yard wastes such as grass Remove trash and debris and
clippings and branches onto grounds. dispose as presaibed by the
Unsightly accumulation of County.
nondegadable materials such as glass,
plastic,metal,foam,and coated paper.
M,S Erosion of Noticeable rilis are seen in landscaped Causes of erosion are
Ground Surface areas. identified and steps taken to
slow down/spread out the
water. Eroded areas are filled,
contoured,andseeded.
A Trees and Damage �imbs or parts of trees or shrubs that are Trim trees/shrubs to restore
shrubs split or broken which affect more than shape. Replace trees/shrubs
25°/a of the total foliage of the tree or with se��ere damage.
shrub.
M Trees or shrubs that have been blown Replant tree,inspecting for
down or knocked over. injury to stem or roots.
Replace if severelv damaged.
A Trees or shrubs which are not Place stakes and rubber-coated
adequately supported or are leaning ties around young trees/shrubs
over,causing exposure oi the roots. for cupport.
If you are unsure whether a problem exists, please contact a Proressional Engineer.
Comments:
A = Annual (March or April, preferred)
M = Monthly (see schedule)
S = After major storms (use 1-inch in 24 hours as a guideline)
Maintenance Checklist for Defenfion Ponds
Frequency Drainage ti Problem Conditions To Check For Conditions Tha[Should Exist
System
Feature
M,5 General Trash&debris Dumping of yard wastes such as grass Remove trash and debris and
buildup in pond dippings and branches into basin. dispose as prescribed by the County.
Unsightly accumulation of
nondegradable materials such as glass,
plastic,metal,foam,and coated paper.
h1 Poisonous Any poisonous vegetation which may Remove poisonous vegetation. Do
vegetation constitute a hazard to the public. not spray chemicals on vegetation
Examples or poisonous vegetation without ob[aining guidance trom the
indude:tansy rag�vori,poison oak, Cooperative Extension Sen�ice and
stingin nettles,devilsclub. approval from the County.
h1,5 Fire hazard or Presence of chemicals such as natural Find sources of pollution and
pollution gas,oil,and gasoline,obnoxious color, eliminate them. Water ic free from �
odor,or sludge noted. noticeable color,odor,or 'I
contamination.
h1 Vegetation not for grassy ponds,grass cover is sparse For grassy ponds,selectively thatch,
growing or is and weedy or is overgrown. For aerate,and reseed ponds. Grass
overgrown �vetland ponds,plants are sparce or cutting unnece�sary unless didated
invasive species are present. by aesthetics. For weNand pond�,
hand-plant nursery gro�vn wetland
plant�in bare areas. Contac[the
Cooperative Extension Service for
direction on im�asive species such as
purple loosestrire and reed canary
grass. Pond bottom�should have
P,�CLnND Project# 10.1 13.001 Page 24
Firestone Technical Information Report Renton, Washington
uniform dense coverage of desired
piant species.
M Rodent holes Any evidence of rodent holes if facility Rodents destroyed and dam or berm �
is acting as a dam or berm,or any repaired. Contac[the Tacoma-
evidence of water piping through dam Pierce County Cooperative
or berm via rodent holes. E�ctension Service for uidance.
M Insects When insects such as wasps and Insec7s destroyed or removed from
hornets interfere with maintenance site. Seledively cultivate trees such
activities,or when mosquitces become as a�ders for firewood.
a nuisance.
A Storage Sediment A soil texture test indicates facility is Sediment is removed and/or faciliry
buildup in not working at its designed capabilities is deaned so that infiltration system
system or was incorrec[ly designed. works according to design. A
sediment trapping area is installed to
reduce sediment transport into
infiltration area.
, A Storage area A soil texture test indicates facility is Additional volume is added through
drains slowly not working at its designed capabilities excavation to provide needed
(more than 48 or was incorrectly designed. storage. Soil is aerated and
hours)or rototilled to improve drainage.
overflows Contact the County for information
on its requirements regarding
excavation.
M Sediment Any sediment and debris filling area to Clean out sump to design depth.
trapping area 10°/0 of depth from sump bottom to
bottom of outlet pipe or obstructing
flo�v into the connector pipe.
One Time Sediment Storm�vater enters infiltration area Add a trapping area by conctruding
trapping area direc[ly without treatment. a sump for setding of solids.
not present Segregate settling area�rom rest of
facility. Contact the County for
guidance.
A1 Rock Sediment and By visual inspection little or no water Replace gravel in rock tilter.
filters debris flows through filter during heavy rain
storms.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A = Annual {March or April, preferred)
M = Monthly (see schedule)
S = After major storms (use 1-inch in 24 hours as a guideline)
P.�CL,��� Project � 10.113.001 PagP ?�
Firestone Technical Information Report Renton, 4ti'ashington
' i � ' � ' � ' � �
This plan is intended to assist the local store manager and assistant manager in addressing
pollution in parking, loading, and other outdoor portions of their store locations.
IN CASE OF A SPILL, WHICH HAS DISCHARGED TO THE STORMWATER SYSTEM,
CONTACT: WASHINGTOIV STATE DEPARTMEIVT OF ECOLOGY(360) 407-6437
IN CASE OF A SPILt, WHICH HAS DISCHARGED TO THE SANITARY SEWER SYSTEM,
CONTACT: CITY Of RENTON MAINTENANCE SERVICES DIVISION (425) 430-7400
GOAL: Avoid conta�7�ination o1 storrn�vater run-off 6y preventing pollution frorn
interacting with rain run-off (Source Control) and to prevent accidental discharges to the
sanitary sewer system.
BACKGROUND: The main source of stormwater pollutants is the parking lot. The on-site
stormwater system collects surface water run-off through a concrete swale in the parking
lot and then along the western curb in the parking lot. After being conveyed along the
curb in the concrete gutter, the run-off discharges to a water quality sediment pond, a
cartridge filtration system in a manhole and then into detention pond. The detention pond
� holds the run-off until it is slowly released into the City of Renton municipal stormwater
system. Contaminated stormtvater can be discharged to local streams and rivers if prof�er
maintenance is not followed.
Similarly in recent years, it has been realized that intentronal and accidental discharges of
certain toxic and hazardous chemicals into the sanitary sewer have had harmful effects to
the environment and to the receiving wastewater treatment plant. This store has been
designed to not discharge any hazardous chemicals to the sanitary sewer; hence, in the
event of an accidental spill this pollution prevention plan has been developed.
Vehicle Maintenance: Delivery vehicles are not typically fueled, washed or maintained
on-site. In the event one of these operations is required, care shall be taken to prevent
spilling on pavement. In the event a spill occurs, reference Spill Protection belo�v.
Roof Run-off: Run-ofr rrom the roof discharges directly to the City of Renton stormwater
system and does not pass through the water quality devices onsite. It is important that
roof maintenance takes this into consideration and keeps a clean and safe �n�orking
environment.
Storage of Materials On-site: Long-term storage of hazardous materials outside the
building is not anticipated. However, in the event that hazardous materials, including
auto maintenance fluids, hydraulrc fluid, cleaners, batteries, propane and other fuels, are
stored on-site, place these materials on a wooden pallet above ground �vith a plastic tarp
P.�C�,��D Project?� 10.1 13.001 Pa�e 26
Firestone Technical Information Report Renton, Washington
' I I ' I ' . 1 ' • I I
This plan is intended to assist the local store manager and assistant manager in addressing
pollution in parking, loading, and other outdoor portions of their store locations.
lN CASE OF A SPILL, WH1CH HAS DISCHARGED TO THE STORMWATER SYSTEM,
COIVTACT: WASHINGTON STATE DEPARTMENT OF ECOLOGY(360) 407-6437
IN CASE OF A SPILL, WHlCH HAS DISCHARGED TO THE SANITARY SEWER SYSTEM,
CONTACT: C/TY OF RENTON MAINTENANCE SERVlCES DIVISIOIV (425) 430-7400
GOAL: Avoid contamination of stormwater run-off by preventing pollution from
interacting with rain run-off (Source Control) and to prevent accidental discharges to the
sanitary sewer system.
BACKGROUND: The main source of stormwater pollutants is the parking lot. The on-site
stormwater system collects surface water run-off through a concrete swale in the parking
lot and then along the western curb in the parking lot. After being conveyed along the
curb in the concrete gutter, the run-off discharges to a water quality sediment pond, a
cartridge filtration system in a manhole and then into detention pond. The detention pond
holds the run-off until it is slowly released into the City of Renton municipal stormwater
system. Contaminated stormv��ater can be discharged to local streams and rivers if proper
maintenance is not followed.
Similarly in recent years, it has been realized that intentional and accidental discharges of !
certain toxic and hazardous chemicals into the sanitary se�n�er have had harmful effects to
the environment and ro the receiving wastewater treatment plant. This store has been
designed to not discharge any hazardous chemica(s to the sanitary se�ver; hence, in the
event of an accidental spill this pollution prevention plan has been developed.
Vehide Maintenance: Delivery vehicles are not typically fueled, washed or maintained I�
on-site. In the event one of these operations is required, care shall be taken to prevent
spilling on pavement. !n the event a spill occurs, reference Spill Protection below.
Roof Run-off: Run-off from the roof discharges directly to the City of Renton stormwater !
system and does not pass through the water quality devices onsite. li is important that
roof maintenance takes this into consideration and keeps a clean and safe �vorking
environment.
Storage of Materials On-site: Long-term storage of hazardous rnaterials outside the �
building is not anticiE�ated. However, in the event that hazardous materials, including I
auto marntenance fluids, hydraulic fluid, cleaners, batteries, propane and other fuels, are
stored on-site, place these materials on a wooden pallet above ground �vith a plastic tarp
P,acL,�tit� Project# 10.113.001 Page 26 ;
Firestone Technical Information Report Renton, Washington
underneath. The edges of the tarp shall be elevated to create a containment area to
collect possible spills.
Employee Training: Store manager shall train key staff to address spills and on-site storm
system operation. Training will include identification of location of spill response
materials.
Routine Maintenance: Store manager shall provide routine maintenance of the storm
system as follows. !t is intended that this work would ,be handled as part of the larger site
maintenance program typically handled through subcontractors and has been broken
down accordingly.
Street • Sweep parking lot regularl y to prevent silt and Work to be
Sweeper/ other pollutants from reaching the sediment completed on
Maintenance pond a monthly
Contractor . Remove garbage and debris from parking lot basis or as
and landscaping areas. needed (min —
2 x per year)
� Landscape • Remove weeds. Work to be
Maintenance . Use pesticides, herbicides or fertilizer sparely completed on
Contracfor avoid amounts which can enter the runoff a monthly
lleach into the stormwater system. basis or as
• Prevent erosive conditions in landscape areas. needed.
lndustrial • Clean sumps (dead storage in bottom of inlets) Work to be
Mainfenance using a vacuum truck. completed on
Contractor . Remove sediment build-up from Settling Pond, a yearl y basis
and Detention Pond. — typicall y at
the end of
Summer.
Miscellaneous • Paint "Dump No VVaste - Drains to As needed to
Maintenance Groundwater" at any Catch Basin Inlets. for
main�enance
The vendors and/or store manager should keep regular records of maintenance activities.
Emergency Spill Response: All facilitie� contain materials that are harmful to the
environment. The follo�ving is a summary of materials that could potentially be involved,
in an accidental spill outside the store. Any material containing a caution label should be
addressed in accordance �vith manufacturers recommendations and the material safety
data sheets, human life should always be taken into consideration as a priority.
Store manager shal! maintain a spill control plan (this plan) that includes training and
rnaintenance of a spill response kit. This kit shall include the following items:
1. Absorbent granular or potivdered material, such as "kitty litter", for absorbing and
neutralizing alkaline and acid liquids.
2. Appropriately lined drums to drscard tvasre material
3. Absorbent pads
P,�CL�v� Project# 10.113.001 Page 27
Firestone Technical Information Report Renton, Washington
4. This Spill Response Manual
, Kits should be placed in a convenient location, such as adjacent to the loading area.
Label kits with "EMERGENCY SPILt K!T" signage. Follow the following basic procedures
in the event of a spill.
��,
P.AcLnr.�� Project� 10.113.001 Page 28
Firestone Technical Information Report Renton, Washington
Hydraulic Fluid Leak . Place sand or absorbent material (kitty litter) over spill
from Compactor area. Sweep clean and discard used absorbent material
in a garbage container to be taken to a proper waste
facility. Repeat until spill is cleaned. If event occurs
during rain event, cover with plastic until weather
allows for proper clean up.
Aufomobile Fuel or • See Hydraulic Fluid Leak above
Oil Spill
Cleaner or Solvent • See Hydraulic Fluid Leak above
Spill
IN CASE OF A SPILL, WH1CH HAS DISCHARGED TO THE STORMWATER SYSTEM,
CONTACT: WASHINGTON STATE DEPARTMENT OF ECOLOGY(360) 407-6437
IN CASE OF A SPILL, WHICH HAS DISCHARGED TO THE SANITARY SEWER SYSTEM,
CONTACT: CITY OF RENTON MAINTENANCE SERVICES DlVlSION (425) 430-7400
This plan is intended to be utilized as part of the Renton, WA Firesfone operafed in King
County, Washingfon as required by King County ordinance. Operator of this sformwater
tacility should use common sense in managing operations �o prevenf pollufion of the
environment. Fufure code revisions by King County may require operator to adhere to
other criteria or programs.
This Plan prepared by:
.-,I. _ _. . .,., _ :_,
� i�=� _ \ �
1505 Westlake Ave. N T 206.522.9510
Suite 305 F 206.522.8344
Seattle, WA 98109 www.pacland.com
Contact: Jeff Chambers, PE
February 2011
P.�cL,�vu Project � 10.1 13.001 Pa�e ?9
����'��! ■ ��
ST�RhAWATER
soumoNs�
StormFilter Inspection and
Maintenance Procedures '�
r�
� ,,
�� ; �
_
.�•,
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.y:.
The Stwn*w�:t*til�v4e•r'e"�
StorrnFilter�
In addition to these two activities, it is im ortant to check 'i
Maintenance Guidelines p ,,
The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for
StormFilter'�'is to filter out and prevent pollutants from entering Potential damage caused by high flows and for high sediment
accumulation that may be caused by localized erosion in the
our waterways. Like any effective filtration system, periodically I
these pollutants must be removed to restore the StormFilter to its drainage area. It may be necessary to adjust the inspection/
full efficiency and effectiveness. maintenance schedule depending on the actual operating
conditions encountered by the system. In general, inspection
Maintenance requirements and frequency are dependent on the activities can be conduded at any time,and maintenance should
pollutant load characteristics of each site. Maintenance activities occur, if warranted, in late summer to early fall when flows into
may be required in the event of a chemical spill or due to the system are not likely to be present.
excessive sediment loading from site erosion or extreme storms. It �
is a good pradice to inspect the system after major storm events. Md111teC1dC1Ce FPeC�Uet1Cy
The primary factor controlling timing of maintenance of the ,
Maintenance Procedures StormFilter is sediment loading.
Although there are likely many effective maintenance A properly functioning system will remove solids from water by
options, we believe the following procedure is efficient and trapping particulates in the porous structure of the filter media
can be implemented using common equipment and existing inside the cartridges.The flow through the system will naturally
maintenance protocols. A two step procedure is recommended
as follows: decrease as more and more particulates are trapped. Eventually
the flow through the cartridges will be low enough to require
1. Inspection replacement. It may be possible to extend the usable span of the
Inspection of the vault interior to determine the need for cartridges by removing sediment from upstream trapping devices
maintenance. on a routine as-needed basis in order to prevent material from
being re-suspended and discharged to the StormFilter treatment
2. Maintenance system.
Cartridge replacement
Sediment removal Site conditions greatly influence maintenance requirements.
StormFilter units located in areas with erosion or active
Inspection and Maintenance Timing construction may need to be inspected and maintained more
At least one scheduled inspection should take place per year with often than those with fully stabilized surface conditions.
maintenance following as warranted. The maintenance frequency may be adjusted as additional
First, an inspection should be done before the winter season. monitoring information becomes available during the inspection �
During the inspection the need for maintenance should be program.Areas that develop known problems should be
determined and, if disposal during maintenance will be required, inspected more frequently than areas that demonstrate no
samples of the accumulated sediments and media should be problems, particularly after major storms. Ultimately, inspection �
obtained. and maintenance activities should be scheduled based on the
historic records and characteristics of an individual StormFilter
Second, if warranted, a maintenance(replacement of the filter system or site. It is recommended that the site owner develop
cartridges and removal of accumulated sediments)should be a database to properly manage StormFilter inspedion and �
performed during periods of dry weather. maintenance programs.
Prior to the development of the maintenance database, the
following maintenance frequencies should be follovved:
Inspection
'.�,
One time per year
'` After major storms
� ,
'I, I I
Maintenance
As needed, based on results of inspection (The average
maintenance lifecycle is approximately 1-3 years)
- Per Regulatory requirement
In the event of a chemical spill
Frequencies should be updated as required.The recommended
-;_��r �• �� � initial frequency for inspection is one time per year. StormFilter
''�' � �_�-�-b, units should be inspected after major stonrs.
�.'��' �� ^!lM�=-
' � ' v�,•sR��� I
a.�x�". �� R��_�� .--�
,
Sediment removal and cartridge replacement on an as needed 7. Remove safety equipment.
basis is recommended unless site conditions warrant. 8.If appropriate, make notes about the local drainage area
Once an understanding of site characteristics has been relative to ongoing construction,erosion problems,or higf�
established, maintenance may not be needed for one to three loading of other materials to the system.
years, but inspedion is warranted and recommended annually. 9-Discuss conditions that suggest maintenance and make
decision as to weather or not maintenance is needed.
Inspection Procedures Maintenance Decision Tree
The primary goal of an inspection is to assess the condition of The need for maintenance is typically based cn results of the
the cartridges relative to the level of visua�sediment loading as inspection. The following Maintenance Decision Tree should be used as
it relates to decreased treatment capacity. It may be desirable to a general guide. (Other factors,such as Regulatory Requiremer�ts, may
conduct this inspection during a storm to observe the relative need to b�cons'deredl
flow through the filter cartridges. If the submerged cartridges
are severely plugged,then typically large amounts of sediments � �
will be present and very little flow will be discharged from the �� � `
drainage pipes. If this is the case,then maintenance is warranted
and the cartridges need to be replaced.
� :
Waming: In the case of a spill,the worker should abort ��
inspection activities until the proper guidance is obtained.
Notify the local hazard control agency and CONTECH
Stormwater Solutions immediately.
To conduct an inspection ,
Important: Inspection should be performed by a person who ,
is familiar with the operation and configuration o#the
StormFilter treatment unit.
t. If applicable, set up safety equipment to protect and notify
surrounding vehicle and pedestrian traffic.
�.Visually inspect the extemal condition of the unit and take 1. Sediment loading on the vault floor. I
notes concerning defects,/problems. a. If >4"of accumulated sediment, maintenance is
required. �
2.Sediment loading on top of the cartridge. '
a. If >1/4"of accumulation, maintenance is required.
:�: - 3. Submerged cartridges.
,��- �-.-.,�
�,,,, - M �n a. If �4" of static water in the cartridge bay for more
�t ,;�` :;;�-?r:. - that 24 hours after end of rain event, maintenance is
c.:'�_;. required.
:
4. P�ugged media.
--� a. If pore space between media granules is absent,
1:-- �� � maintenance is required.
:rt �,�_-- �. _
�{ ' `j=�— – 5. Bypass condition.
-.N.�.:-<,_
�►r - "' a. If inspedion is conducted during an average rain fall
��` event and StormFilter remains in bypass condition
� �'�_ , ,�.� =�- (water over the internal outlet baffle wall or submerged
� ` ���, ,' � " cartridges), maintenance is required.
-�' .s. ,��r�r t . �.- _
3 Gpen the acces� portals to the vault and allow the s�stem vent. 6. Hazardous material release.
4.Without entering the vault, visually inspect the inside of the a. If hazardous material release(automotive fluids or other)
unit, and note accumulations of liquids and solids. is reported, maintenance is required.
5 Be sure to record the level of sediment build-up on the floor of 7_pronounced scum line.
the vault, in the forebay,and on top of the cartridges. If flow a. If pronounced scum line (say >_ 1/4" thick) is present
is occurring, note the flow of water per drainage pipe. Record above top cap, maintenance is required.
all observations. Digital pictures are valuable for historical
documentation. 8.Calendar Lifecycle.
6 Close and fasten the access portals. a If system has not been maintained for 3 years
maintenance is required
3
Assumptions .
• No rainfall for 24 hours or more
a
• No upstream detention (at least not draining into StormFilter)
• Structure is online
• Outlet pipe is dear of obstruction '
• �onstruction bypass is plugged _ �
Maintenance
Depending on the configuration of the particular system,
maintenance personnel will be required to enter the vault to
perform the maintenance.
Important: If vault entry is required, OSHA rules for confined
space entry must be followed. x
Filter cartridge replacement should occur during dry weather. `_��`�� �,
It may be necessary to plug the filter inlet pipe if base flows is
occurring.
Replacement cartridges can be delivered to the site or customers '
facility. Information concerning how to obtain the replacement � �� � � ,� � u
cartridges is available from CONTECH Stormwater Solutions. `, �� - `
c
Warning: In the case of a spill, the maintenance personnel ` �
should abort maintenance activities until the proper
guidance is obtained. Notify the local hazard control
agency and CONTECH Stormwater Solutions immediately.
To condud cartridge replacement and sediment removal
maintenance: Important: fJote that cartridges containing leaf inedia t�SF)do
1.If applicable, set up safety equipment to protect maintenance not require unscrewing from their connectors.Take care
personnel and pedestrians from site hazards. not to damage the manifold connectors.This connector
2.Visually inspect the external condition of the unit and take should remain installed in the manifold and could be
notes concerning defects/problems. capped during the maintenance activity to prevent
sediments from entering the underdrain manifold.
3.Open the doors(access portals)to the vault and allow the
system to vent. B. Remo��e the used cartridges (up to 250 Ibs. each) from the
4.Without entering the vault, give the inside of the unit, vault.
including components,a general condition inspection. �mportant: Care must be used to avoid damaging the
5.Make notes about the external and internal condition of cartridges during removal and installation.The cost of
the vault. Give particular attention to recording the level of repairing components damaged during maintenance
sediment build-up on the floor of the vault, in the forebay, will be the responsibility of tne owner unless CONTECH
and on top of the intemal components. Storniwater Solutions performs the maintenance activities
6. Using appropriate equipment offload the replacement and damage is not related to discharges to the system.
cartridges(up to 150 Ibs.each) and set aside.
C. Set the used cartridge aside or load onto the hauling
7. Remove used cartridges from the vault using one of the truck.
following methods:
D. Continue steps a through c until all cartridges have been
Method 1: removed.
A. This activity wiU require that maintenance personnel enter
the vault to remove the cartridges from the under drain Method 2:
manifold and place them under the vault opening for A. Enter the vault using appropriate confined space
lifting(removal). Unscrew(counterclockwise rotations) protocols.
each filter cartridge from the underdrain connector.
Roll the loose cartridge, on edge,to a convenient spot B� Unscrew the cartridge ca��.
beneath the vault access. C Remove the cartridge hood scretivs (3) hood and float.
Using appropriate hoisting equipment, attach a cable D. At location under structure access, tip the cartridge on its
from the boom, crane, or tripod to the loose cartridge. side.
Contaet CONTECH Stoim�:atcr Srluticns `or suggested
attachrnent de�.�ices.
4
important: Note that cartridges tontaining media other#han 11.Close and fasten the door.
, the leaf inedia require unscrewing from their#hreaded 12.Remove safety equipment.
connectors.Take care not to damage the manifold 13. Finally, dispose of the accumulated materials in accordance
�onnectors_This connector should remain installed in the With applicable regulations. Make arrangements to retum the
manifold and capped if necessary. used emptv cartridges to CONTECH Stormwater Solutions.
D. Empty the cartridge onto the�ault floor. Reassemble the
empty cartridge.
E. Set the empty, used cartridge aside or load onto the � - � ��
hauling truck.
_ � �._s
E Continue steps a through e until all cartridges have been - ��a
removed. "'��
,. _ -�.�
: ;,�
_`,�;
-���
•��_
� � �' _- _.
� �A r�.
-�y �, - -
;
- 41.'
,'-2 ' �5�.�,:. �" ,.�
y�.7�.��:x� - _
�� �y
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'��. i: `�'-�:J���;s�
� ���
�_ �� � ;`
� � _
.�:
�,�
8. Remove accumulated sediment from the floor of the
vauit and from the forebay.This can most effectively be _
accomplished by use of a vacuum truck.
9. Once the sediments are removed,assess the condition of the , _ µ'�=
A�
vault and the condition of the connectors.The connectors � - •"` �°"`
are short sections of 2-inch schedule 40 PVC, or threaded t, .
schedule 80 PVC that should protrude about t"above the
floor of the vault. Lightly wash down the vault interior.
a. If desired, apply a light coating of FDA approved
silicon lube to the outside of the exposed portion of
the connedors.This ensures a watertight connection
between the cartridge and the drainaiae pipc.
b. Replace any damaged connectors
10. Using the vacuum truck boom, crane, or tripod, lo�.ver and
fnstall the new cartridges. Once again, take care not to
damage connections.
S
Related Maintenance Activities - Material Disposal
Performed on an as-needed basis The accumulated sediment found in stormwater treatment
StormFilter units are often just one of many structures in a more and conveyance systems must be handled and disposed of in
comprehensive stormwater drainage and treatment system. accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and
In order for maintenance of the StormFilter to be successful, it organic chemicals(such as pesticides and petroleum products).
is imperative that all other components be properly maintained. Areas with the greatest potential for high pollutant loading
The maintenance/repair of upstream facilities should be carried include industrial areas and heavily traveled roads.
out prior to StormFilter maintenance activities.
Sediments and water must be disposed of in accordance with
In addition to considering upstream facilities, it is also important all applicable waste disposal regulations.When scheduling
to correct any problems identified in the drainage area. Drainage maintenance,consideration must be made for the disposal of
area concerns may include:erosion problems,heavy oil loading, solid and liquid wastes.This typically requires coordination with
and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on-site
treatment and discharge.
A•RECYCLED
�i//PAPER
� 3
570RA/�t419t
O!l/310lti
800.925.5240
contechstormwater.com
Support '
• Drawings and specifications are available at contechstormwater.com.
• Site-specific design support is available from our engineers.
��2007 CONTECH Stormwater Solutions
CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes
bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division
offerings, visit contech-cpi.com or call 800.338.1122
Nothing in this catalog should be construed as an expressed warranty or an implied warranty of inerchantability or fitness for
any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms
and conditions of sale.
i
_ I . - . ' - . .
� Date: Personnel:
I Location: System Size:
I System Type: Vault ❑ Cast-In-Pla�e ❑ Linear Catch Basin ❑ Manhole ❑ Other ❑
Sediment Thickness in Forebay: Date:
I Sediment Depth on Vault Floor:
� Structural Damage:
� Estimated Flow from Drainage Pipes(if available}:
I Cartridges Submerged: Yes ❑ No ❑ Depth of Standing Water:
I StormFilter Maintenance Activities(check off if done and give description)
❑ Trash and Debris Removal:
I ❑ Minor Structural Repairs:
� � Drainage Area Report
I Excessive Oil Loading: Yes � No � Source:
ISediment Accumulation on Pavement: Yes � No � Source:
Erosion of Landscaped Areas: Yes � No � Source:
I Items Needing Further Work:
� Owners should contact the local public works department and inquire about how the department disposes of their street waste
� residuals.
( Other Comments:
�
�
�
�
' __
�
_ i
i
�
�
I
I
i
I
Review the condition reports from the previous inspection visits. I
• ' - • •
�
Date: Personnel: I
Location: System Size: I
System Type: Vault ❑ Cast-In-Place ❑ Linear Catch Basin ❑ Manhole ❑ Other ❑
List Safety Procedures and Equipment Used:
�
�
System Observations
�
Months in Service:
Oil in Forebay: Yes ❑ No ❑ �
Sediment Depth in Forebay: I
Sediment Depth on Vault Floor: I
Structural Damage:
Drainage Area Report I
Excessive Oil Loading: Yes [, No ❑ Source: i
Sediment Accumulation on Pavement: Yes � No � Source: __ �
Erosion of Landscaped Areas: Yes � No � Source: I
StormFilter Cartridge Replacement Maintenance Activities I
Remove Trash and Debris: Yes � No ❑ Details: �
Replace Cartridges: Yes � No � Details: I
Sediment Removed: Yes � No � Details:
Quantity of Sediment Removed (estimate?):
Minor Structural Repairs: Yes � No � Details: I
Residuals(debris, sediment) Disposal Methods: �
Notes: '
I
— —__— — I
�
Firestone Technical Information Report Renton, Washington II
Appendix A — Drainage Basin Exhibits
PACLAND Project#10.113.001 Page 1 '
� NE 4th PL 5D
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^' � , , RENTON WASHINGTON
' ��o� � � EXHIBIT A
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Firestone Technical Information Report Renton, Washington
,
Appendix B - Flow Control Application Map
PACLAND Project ,#10.113.001 Page 2
Reference 11-A
� -- 'r ' r� -. � , � • '�S 1 . a � -}l�
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i r'
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� � - ��.�
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A
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--- �1_� � I � � �.( t '':'_ ? Miles
Firestone Technical Information Report Renton,Washington
� -;
l �
�_ I
�- �
!
Appendix C — Forested and Proposed Runoff Calculations
;
;
;;
�--�� �
;
PACLAND Projed�10.113.001 Page 3 ,
- � '
F1oW Frequency Analpsis LogPearson III Coefficients
Time Series File:rnfs_predev.tsf Mean= -1.530 StdDev= 0.233
Project Location:Sea-Tac Skew= -0.132
--�nnual Peak Flow Rates-- ----Flow Frequency Analysis-- -
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS} Period
0 .036 16 2�16i49 22:00 �.082 1 89 .50 0. 989
0 .070 S 3�03i50 16:00 0.077 2 32 .13 0. 969
0 .077 2 2i09i51 18:00 0.073 3 19.58 0 .949
0. 024 32 1i30i52 9:U0 0.072 4 14.08 0 .929
0.019 42 1i18i53 19:00 0.070 5 10 . 99 0.909
0 .028 28 1i06i54 5:00 0 .060 6 9 .01 0 .889
0 .048 10 2/U7i55 21:00 0_058 7 7 .64 0 .869
0 .041 13 12i20i55 17:00 �.052 8 6 .63 0. 849
0.032 21 12i09i56 15:00 0.048 9 5 .86 0 . 829
0.034 20 1/16/58 20:00 0.048 10 5.24 0. 809
0 .028 24 1i24i59 2:00 0.048 11 4.75 0 . 789
0.052 8 11�20i59 21:00 0.041 12 4 .34 0 .769
0 .028 23 2i24/61 16:00 0.041 13 3.99 0 .749
0 .017 44 1iO3i62 1:00 0.040 14 3 .70 0 .729
0.022 36 11i25i62 14:00 0.037 15 3 .44 0 .709
0.028 25 1/�1/64 19:00 0.036 16 3.22 0.690
0.02U 39 11i3Di64 12:00 0.036 19 3 . 03 0 .670
0 .021 38 1i06i66 3:00 0.036 18 2 .85 0 .650
0 .048 11 1/19i67 14:00 0.035 19 2. 70 0 . 630
0 .028 22 2�03i68 23:00 0.034 20 2.56 0 . 610
0 .028 26 12iO3i68 17:00 0.032 21 2.44 0 .590
0 . 023 34 1/13/70 23:00 0.028 22 2 .3z 0. 570
0. 019 41 12�06i70 8:U0 0 .028 23 2 .22 0.550
0. 058 7 2i28i72 3:00 0 .028 24 2. 13 0 .530
0 .026 29 1i13i73 5:00 0 .028 25 2 .04 0 . 510
0 .025 27 1i15i74 2:00 0.028 26 1. 96 0 .490
0 .041 12 12/26i74 23:00 0.028 2'� 1 . 89 0 .470
0 .026 30 12iO3i75 17:00 0.028 28 1 . 82 0 .450
0 . 003 50 3i24i77 20:00 0.026 29 1 .75 0 . 430
0 . 022 37 12/10�77 17:U0 0 .026 30 1 .70 0 .410
0 . 013 46 2i12i79 7:00 0 .025 31 1 .64 0 . 390
0. 036 18 12i15i79 8:00 0 .02d 32 1.59 0 . 370
0 .020 40 12i26i80 3:00 0 . 024 33 1 .54 0.350
U.036 17 1Ui06i81 15:00 0.023 34 1 .49 0 .330
0. 035 19 11O5i83 8:00 0.023 35 1 .45 0 . 310
0 . 023 35 1i24i84 11:OU 0.022 36 1 .41 0 . 291
0 . 011 48 2�11i85 5:00 0 .022 37 1 .37 0 . 271
0 . 060 6 1i18�86 21:00 0.021 38 1 .33 0 . 251
0 . 048 9 11i24i86 4:00 0 .020 39 1 .30 0 . 231
0 .018 43 1i14i88 12:00 0.020 40 1.27 0 . 211
0 .012 47 4i05i89 16 :00 0 .019 41 1 .24 0 . 191
O .U82 1 1i09i90 9 :00 0. 019 42 1 .21 0 . 171
0. 072 4 4/05/91 2 :00 0. 018 43 1 . 18 0 . 151
0 . 024 33 1�27i92 17 :00 0. 017 44 1 .15 0 . 131
0. 025 31 3i23i93 0 :�0 0. 014 45 1 . 12 0 . 111
0 . 007 49 3iO3i94 3 :00 0. 013 �6 1 . 10 0 . 091
0 .037 15 2i19i95 20:00 0.012 47 1 . 08 0 . 071
0 .073 3 2i09/96 1:00 0.011 48 1 .05 0 . 051
0 .040 14 1i02i97 9 :00 0.007 49 1 . 03 0 . 031
0 .�14 45 1�07i98 9 :�0 0. 003 SO 1 .01 0 . 011
Computed Peaks 0 . 097 100 . 00 0 . 990
Computed Peaks 0 . 085 50 .00 0 .980
Computed Peaks 0. 074 25 .00 0 . 960
Computed Peaks PRE-DEVELOPED 0. 058 10 .00 0 . 900
Coraputed Peaks (FORESTED O.D55 8 . 00 0 . 875
Computed Peaks CONDITION) 100-YEAR 0.046 5 . DO 0 . 800
Coraputed Peaks PEAK STORM EVENT 0.030 2 . 00 0 .500
Computed Peaks 0. 020 1 . 30 0 . 231
Flow Fre uenc �nal sis Pearson III Coefficients �
Q Y Y �5
Time Series File:rnfs dev110119 . tsf Mean= -0.637 StdDev= 0 .107
Project Location:Sea-Tac Skew= 0 . 450
---Annual Peak Flov Rates-- ---Flow Frequency Analysis-------
Flaw Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) {CFS) Period
0 . 236 21 2/16i49 21:U0 0 . 412 1 89 .50 0 . 989
0. 387 2 3�03i50 16:00 0 . 387 2 32 . 13 0 . 969
0 . 240 20 2i09i51 2:00 0 . 37$ 3 19 .58 0 . 949
0 . 190 41 10i15i51 13:00 0 . 376 4 14 .08 0 . 929
0. 181 44 3/24/53 15:00 0 . 330 5 10 . 99 0 . 909
0 . 220 27 12i19�53 19:00 0 . 330 6 9 . 01 0. 889
0 .228 23 11/25i54 2:00 0 . 302 7 7 .64 0 . 869 '
0 .222 24 11/18/55 15:00 0 .294 8 6 . 63 0 . 849 '
0 . 262 15 12/09/56 14: 00 0 . 292 9 5 . 86 0 . 829
0 .232 22 12/25/57 16: 00 0. 278 10 5 . 24 0 . 609 '
0 . 172 47 11i18i58 13:00 0 .271 11 4 .75 0 . 789
0 .222 25 11/20/59 5:00 0 . 270 12 4 . 34 0 . 769
0 . 197 36 2i14i61 21:00 0 . 269 13 3 .99 0 . 749
0 . 196 38 11/22/61 2:00 0. 267 14 3.70 0 . 729
0 . 196 37 12/15/62 2:00 0. 262 15 3. 44 0 . 709
0 .221 26 12/31/63 23:00 0 . 258 16 3 . 22 0 . 690
0. 198 35 12/21/64 4:00 0 . 257 17 3 .03 0 . 670
0 . 199 34 1i05i66 16:00 0 .254 18 2 . 85 0. 650
0 . 302 7 11/13/66 19:00 0 . 248 19 2. 70 0 . 630
0 . 330 5 8r24i68 16:00 0 . 240 20 2 .56 0 . 610
0 . 152 43 12/03/68 16:00 0 . 236 21 2 . 44 0 . 590
0 . 201 33 1i13i70 22:00 0 . 232 22 2 .32 0. 570
0 . 191 40 12i06i70 8:00 0 . 228 23 2 .22 0 . 550
0 .294 8 2i27/72 7: 00 U. 222 24 2 . 13 0 . 530
0 . 177 46 1�13i73 2:00 0 . 222 25 2 . 04 0 . 510
0 . 212 30 11i28i73 9:00 0 . 221 26 1 .96 0 . 49U
0 . 278 10 12i26i74 23: 00 0 . 220 27 1 . 89 0 . 470
0 . 181 45 12�02i75 20: 00 0 . 213 28 1 . 82 0 . 450
0 .213 28 8�26/77 2:00 0 . 213 29 1 . 75 0 . 430
0 . 292 9 9i17i78 2:00 0 _ 212 30 1 .70 0 . 410
0 . 258 16 9f08/79 15:00 0 . 208 31 1 . 64 0 . 390
0 . 257 17 12i14��9 21 :00 0 . 207 32 1 . 59 0 . 370
0 . 271 11 11i21i80 11:�0 0 . 201 33 1 . 54 0 . 350
0 . 376 4 10�06i81 0:00 0 . 199 34 1 . �9 0 . 330
0 . 269 13 10�28i82 16:00 0 . 198 35 1 .45 0 . 310
0 . 213 29 1/03/84 1:00 0 . 197 36 1 . 41 0 . 291
0 . 184 42 6/06i85 22:00 0 . 196 37 1 . 37 0 . 271
0 . 254 18 1/18i86 16:00 0 . 196 38 1 . 33 0 . 251
0 . 330 6 10i26i86 0:00 0 . 191 39 1 . 30 0 . 231
0 . 148 49 11i11i87 0:00 0 . 191 40 1 . 27 0 . 211
0 . 191 39 8i21i89 17:00 0 . 190 41 1 . 24 0 . 191
0 . 412 1 1/09i90 6:00 0 . 184 42 1 . 21 0 . 171
0 . 378 3 11i24i90 8:00 0 . 182 43 1 . 18 0 . 151
0 . 207 32 1i27i92 15:00 0 . 181 44 1 . 15 0 . 131
0 . 138 SD 11�O1i92 16:00 0 . 181 45 1 . 12 0 . 111
0 . 159 48 11/30i93 22: 00 0 . 177 46 1 . 10 0 . 091
0 . 208 31 11i30i94 4: 00 0 . 172 47 1 . 08 0 . 071
0 . 267 14 2i08i96 10:00 0 . 159 48 1 .05 0 . 051
0 . 248 19 1/02/97 6:00 0 . 148 49 1 . 03 0 . 031
0 . 270 12 10/04/97 15: 00 0 . 138 50 1 . 01 0 . 011
Computed Peaks 0 . 444 100 . 00 0 . 990
Computed Peaks 0 . 406 50 _00 0 . 980
Computed Peaks DEVELOFEDSITE 0 . 368 25 . 00 0 . 960
Computed Peaks CONDITIONS 0 . 320 10 . 00 0 . 900
Computed Peaks (UNMITIGATED) 0 . 310 8 .00 U . 875
Computed Peaks 100-YEARPEAK 0 . 2$2 5 . 00 0 . 800
Computed Peaks STORMEVENT 0 . 226 2 . 00 0 . 500
Computed Peaks 0 . 190 1 . 30 0 . 231
nputing urations:
Flow Frequencg Analysis LogPearson III Coefficients
Time Series File:rdout.tsf Mean= -1.648 StdDev= 0 . 264
Project Location:Sea-Tac Skew= 0.608
--Annual Peak Flow Rates- ----Flow Frequency �nalysis-----
Flo� Rate Rank Tine of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS} (ft} Period
0 . 014 39 2i22i49 22:00 0 . 083 4. 01 1 89 .50 0 .989
0 . 033 17 1i22i50 6:00 0. 062 3 . 89 2 32 .13 0 . 969
0 .083 1 2i09i51 20:00 0.058 3 . 73 3 19 . 58 0.949
0 . 013 44 2iO4i52 7:00 0 . 05? 3 . 72 4 14. 08 0 .929
D.030 18 1/31/53 11:00 0. 057 3. 71 5 10 .99 0 .909
0.015 33 1i07i54 21:00 0 .055 3 . 64 6 9 .01 0 .889
0 .014 37 2/08/55 12:00 0 . 054 3 . 62 7 7. 64 0.869
0 .049 10 1/U6/56 10:00 0 . 054 3.61 8 6. 63 0 . 849
0 .014 35 2/26/57 11:00 0.050 3. 50 9 5.86 0 .829
O .U15 25 1i17/58 10:00 0 . 049 3. 46 1� 5 .24 0.809
0 .01� 36 1i27i59 1:00 0 . 047 3 . 40 11 4 .75 Q. 789
0 .054 7 11�21/59 3:00 0 . 0�2 3 . 30 12 4.34 0 .769
0 .038 14 11i24i60 11:00 0 .039 3. 23 13 3 .99 0.749
0 . 013 46 12i24i61 6:00 0 . 038 3. 22 14 3 .70 0.729
0 .016 24 11/30/62 19:0� 0 . 037 3. 20 15 3 . 44 0 .709
0 .036 16 11i19/63 16:00 0 .036 3. 18 16 3.22 0.690
0 .039 13 12i01/64 2:OU 0. 033 3 . 14 17 3 .03 0.670
0 .015 29 1i07i66 4:00 0 . 030 3. 10 18 2 . 85 0 . 650
0 .030 19 12i15i66 8:00 0 . 030 3. 09 19 2 . 7U 0 . 630
0 .015 32 1�20/68 21:00 0 .026 3 . 07 20 2 . 56 0 .610
0 .015 31 12i11i68 10:00 0 . 021 3 . 05 21 2 . 44 0. 590
0 .017 23 1i27i70 5:00 0 . 019 3.04 22 2 . 32 0. 570
0 .015 30 12/07�70 12: OU 0 . 017 3. 02 23 2. 22 0. 550
� .057 4 3i06i72 22:00 0 .016 2 . 92 24 2 . 13 0 .530
0 .042 12 12i26i72 6:00 0 . 015 2 . 89 25 2 . 04 0 .510
0 .015 26 1/18/74 20 : 00 0 . 015 2 .83 26 1 . 96 0. 490
0 .014 38 1i14i75 O :OQ 0 .015 2. 80 27 1. 89 0 . 470
0 .014 34 12iO4i75 S:OQ O . Q15 2 . 77 28 1 .82 0 . 450
0 .012 48 8/26/77 7:00 0 .015 2. 76 29 1 .75 0 . 430
0 . �21 21 12i15i77 19:00 0 . 015 2. 76 30 1 . 70 0 . 410
0 . 012 49 2/12i79 18:00 0 . 015 2 . 65 31 1 . 69 0 . 390
0 . 055 6 12i17i79 20:00 0 . 015 2. 64 32 1 .59 0 . 370
0 .015 28 12i3Qi80 22:00 0 . 015 2. 60 33 1 . 54 0 . 350
0 . 047 11 10i06i81 18:00 0 . 014 2 . 60 34 1 .49 0 . 330
0.015 27 1i08i83 6:00 0 .014 2. 51 35 1 .45 0. 310
0 .013 45 12i10/83 19:00 0 . 014 2. 38 36 1. 41 0 .291
0 .013 41 11iO4/84 8:00 0 . 014 2. 38 37 1 .37 0 . 271
0 .019 22 1ii9i86 7:00 0 . 014 2. 32 38 1 . 33 0. 251
0.05� 9 11i24/86 8:00 0 . 014 2. 31 39 1 . 30 0 . 231
0 .014 40 12i1�/87 8:00 0 . 014 2. 30 40 1 . 2? 0 . 211
0 .013 43 11i05i88 22:00 0 . 013 2. 08 41 1.24 0 . 191
0 .057 5 1i09i90 15:00 0 . 013 2. 04 42 1 . 21 0 . 171
0 . 058 3 11i24i90 16:00 0 . 013 2. 01 43 1 . 18 Q. 151
0 . 026 20 1i31i92 23:0� 0 . 013 1. 95 44 1 . 15 0 . 131
0 . 012 47 1i26/93 5:00 0 . 013 1. 93 45 1 . 12 0 . 111
0 . 011 50 2i17i94 22: 00 0 . 013 1 . 92 46 1 . 10 0 . 091
0 . 037 15 12/27/94 7: 00 0 . 012 1 . 83 47 1 . 08 0 . 071
0 . 062 2 2i09i96 4:00 0 . 012 1. 68 48 1 .05 0 . 051
0 . 054 8 1i02i97 12: 00 0 . 012 1 . 63 49 1 . �3 0 . 031
0 . 013 42 1i25i98 0: 00 0 . 011 1 . 53 50 1 . 01 0 . 011
Conputed Peaks 0 . 120 4 . 02 100 . 00 0 . 990
Computed Peaks �v 0 . 094 4 . 01 50 . 00 0 . 980
Computed Peaks DEVELOPED SITE 0 . 073 4 . 00 25 .00 0 . 960
Computed Peaks CONDITIONS 0 . 050 3 . 52 10 . 00 0 .900
(MITIGATED)
Computed Peaks 0 . 047 3 . 40 8 . 00 0 . 875
Computed Peaks �00-YEARPEAK 0 . 037 3 . 19 5 . 00 0 . 800
Computed Peaks STORM EVENT 0 . 021 3 . 05 2 . 00 0 . 500
Computed Peaks 0 . 01� 2 . 55 1 . 30 0 . 231
Firestone Technical Information Report Renton, Washington
Appendix D - Detention Calculations
PACLAND Project#10.113.001 Page 4 �
li
Retention/Detention Facility
Type of Facility: Detention Pond
Side Slope: 2.�0 H:1V
Pond Bottom Length: 120.00 ft
Pond Bottom Width: 24.20 ft
Pond Bottom Area: 2909. sq. ft
Top Area at 1 ft. FB: 6188. sq. ft
0.192 acres
Effective Storage Depth: 4.00 ft
Stage 0 Elevation: 397.50 ft
Storage Volume: 16572. cu. ft
0.380 ac-ft
Riser Head: 4.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.58 0.018
2 3.00 1.31 0.097 4.0
Top Notch 64eir: None
Outflow Rating Curve: Ncne
Stage Elevation Stcra,e Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
O.OG 397.50 0. O.GOG 0.000 0.00 2°09.
0.01 397.51 29. 0.001 0.001 0.00 2910.
0.02 397.52 58. 0.001 0.001 0.00 2916.
0.03 397.53 87. O.Q02 �J.002 0.00 2°21 .
0.04 397.5� 117. O.GG3 0.002 0.00 2927.
0.05 397.55 146. O.Q03 0.002 0.00 2933 .
0.15 397.65 442. O.O1Q 0.003 0.00 299i .
0.25 397. 75 794. 0.017 C.005 0.00 3049.
0.35 397.85 1052. 0.024 a.005 0.00 310�.
0.45 397.95 1366. 0.031 0.006 0.00 3167.
0.55 398.05 1685. 0.039 0.007 0.00 3226.
0.65 398.15 2011. 0.096 0.007 0.00 3286.
0.75 398.25 2343. 0.059 0.008 0.00 3346.
0.85 398.35 2680. 0.062 0.008 0.00 3406 . I
0.95 398.45 3024. 0.069 0.009 0.00 3466 . I
1 .05 398.55 33�3. O.C77 0.009 0.00 352?. �
1. 15 398.65 3729. 0.085 0.010 O.OG 358� .
1.25 398.75 4091. 0 .094 0.010 0.00 365�, .
1.35 398.85 4459. O.1G2 0.011 0.00 371� .
1 .95 398.95 4833. 0.111 0 .011 0.00 3�i4 .
1 .55 399.05 5214. 0.120 0.011 0.00 3836 .
1.65 399.15 5601. 0.129 0.012 0.00 389�� .
1 .75 399.25 5994. 0.138 0.012 0.00 396� .
1 .85 399.35 6393. 0.147 0.012 0.00 402�� .
1 .95 399.45 6799. 0. 156 0.013 O.OG 409(: .
2 .C5 399.55 i2ll. 0.166 0.013 O.GO 415 � .
2 . 15 399.65 �630. 0. 1�5 O .Q13 0.00 421'2 .
� ._� ?'��. ?5 �0;5. 0 . 1�� � U .G=9 O,��G 4�� , .
2.35 399.85 8486. 0.195 0.014 0.00 4348.
2.95 399.95 8924. 0.205 0.014 0.00 4413.
2.55 400.05 9369. 0.215 0.014 0.00 4479.
2.65 400.15 9820. 0.225 0.015 0.00 4545.
2.75 400.25 10278. 0.236 0.015 0.00 4611.
2.85 400.35 10742. 0.247 0.015 0.00 4678.
2.95 400.45 11214. 0.257 0.016 0.00 9745.
3.00 400.50 11452. 0.263 0.016 0.00 4778.
3.01 400.51 11499. 0.264 0.016 0.00 4785.
3.03 400.53 11595. 0.266 0.017 0.00 9799.
3.04 400.54 11643. 0.267 0.019 0.00 4805.
3.05 400.55 11691. 0.268 0.021 0.00 4812.
3.07 900.57 11788. 0.271 0.025 0.00 4826.
3.08 900.58 11836. 0.272 0.029 0.00 4832.
3.10 400.60 11933. 0.274 0.030 0.00 4846.
3.11 400.61 11981. 0.275 0.031 0.00 4853.
3.21 400.71 12470. 0.286 0.038 0.00 4920.
3.31 400.81 12965. 0.298 0.042 0.00 9989.
3.41 400.°1 13468. 0.309 0.047 0.00 5057.
3.51 401 .01 13977. 0.321 0.050 0.00 5126.
3.61 401.11 14493. 0.333 0.054 0.00 5195.
3.71 401.21 15016. 0.345 0.057 0.00 5264.
3.81 901 .31 15546. 0.357 0.060 0.00 5334.
3.91 401.91 16083. 0.369 0.063 0.00 5404.
4.00 401.50 16572. 0.380 0.065 0.00 5467.
4.10 4Q1.60 17122. 0.393 0.375 0.00 5538.
4.20 4G1.70 17679. 0.406 0.941 O.OG 5609.
4.30 401.80 18244. 0.419 1.670 0.00 5680.
4 .40 401.90 18815. 0.432 2.470 0.00 5752.
4 .50 402.00 19394. 0.495 2.750 0.00 5824.
4.60 4G2.10 19980. 0.459 3.010 0.00 5896.
4.70 4Q2.20 20573. 0.472 3.240 O.OQ 5968.
4.80 4Q2.30 21174. 0.486 3.470 0.00 6091.
4.9d 402.90 21782. 0.500 3.670 O.Od 6114.
5.00 902.50 22397. 0.514 3.870 0.00 6188.
5 .10 902.60 23019. 0.528 4.050 0.00 6262.
5.20 902. 70 23649. 0.543 4.230 O.OG 6336.
5.30 402. 80 24286. 0.558 4.400 0.00 6410.
5.40 402.90 24931. 0.572 4.570 0.00 6485.
5.50 4G3.00 25583. 0.587 4.730 0.00 6560.
5.60 9G3.10 26243. 0.602 4.880 0.00 6636.
5.70 403.20 26911. 0.618 5.030 0.00 6712.
5.80 403.30 27586. 0.633 5.170 0.00 6788.
5.90 4G3. 40 28268. 0.649 5.310 O.OG 6864.
6.00 403.50 28958. 0.665 5.450 O .GQ 6°41 .
H,,d Inflow Outflow Peak Storage '
Target Calc Stage Elev (Cu-Ft) (rc-Ft)
1 0.41 0. 10 0.06 3.71 401.21 15032. C.345
� 0.24 ******* 0.06 3.89 401 .39 15997. 0.36�
_ 0.27 ******* 0.06 3.83 401 .33 15656 . 0.35°
� 0.38 ******* 0.06 3.73 401 .23 15C9E. C .34�
� 0 �8 ******* 0.04 3.29 400.74 12624. C.290
0.25 ******* 0.05 3.69 401 .14 14631 . C.336 �,
, 0. 17 **x**** O.Os 3.07 40�.5� 1180"'� . C.271 �
8 0. , 4 «*�*'** 0.01 2.3� 399 . ^00 82?9 . C . 190
;__
----------------------------------
Route Time Series through Facility
Inflow Time Series File:rnfs dev110119.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.412 CFS at 6:00 on Jan 9 in 1990
Peak Outflow Discharge: 0.083 CFS at 20:00 on Feb 9 in 1951
Peak Reservoir Stage: 4.01 Ft
Peak Reservoir Elev: 401.51 Ft
Peak Reservoir Storage: 16604. Cu-Ft
. 0.381 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % o a
0.001 206794 47.213 47.213 52.�87 0.528E+00
0.003 61754 14.099 61.312 38.688 0.38�E+00
0.006 48753 11.131 72.443 27.557 0.276E+00
0.008 47990 10.957 83.400 16.600 0.166E+00
0.010 2943Q 6.719 90.119 9.881 O.G88E-01
0.013 24712 5.642 95.761 4.239 0.424E-01
0.015 15593 3.560 99.321 G.b79 0.679E-02
0.017 1694 0.38� 99.708 0.292 G.292E-02
0.020 123 0.028 99.736 0.264 0.264E-02
0.022 101 0.023 99.�59 0.291 0.241E-02
0.�24 99 0.023 99.782 0.21& 0.218E-02
0.027 56 0.013 99.794 0.206 0.206E-02
0.029 39 0.009 99.803 0.197 0.197E-02
0.031 14G 0.032 99.835 0.165 0.165E-02
0.033 97 0.022 99.857 0.14�s 0.143E-02
C.036 81 0.018 99.876 0_ 124 0.124E-02
C .038 82 0.019 99.895 G.105 0.105E-02
0.040 89 O.C20 99.915 0.085 0.852E-03
G.043 60 O.C14 99.929 0.071 C.715E-03
G.045 49 0.011 99.94G 0_05G 0.503E-03
G.04; 44 0.010 °0.950 0.050 0.502E-03
0.050 67 0.015 99.965 0.035 0.349E-03
0.052 28 0.006 99.971 0.02G 0.285E-03
0.054 37 0.008 99.980 0.02G �.201E-03
0.057 39 0.009 99.989 0.011 0.112E-03
0.059 25 0.006 99.995 O.OQS 0.548E-04
0.061 8 0.002 99.996 G.G04 0.365E-04
0.069 10 0.002 99.999 0.001 0.13'7E-04
C .C66 5 0.001 100.000 0.000 0.228E-0�
0.068 0 0.000 100.000 G.000 0.228E-05
G.070 0 0.000 100.000 0.000 0 .228E-05
0,073 0 0.000 100.000 0.000 0.228E-05
0.075 0 O.00v 100.000 O.00G 0.228E-05 I
0.077 0 0.000 i00.OGG 0.000 G.228E-05 �
0.080 0 0.000 10���.0�� O.OGn r .228E-G5
0.082 0 0.000 _.�� .0;)0 i' .C�� � .���,�-��5
D�ration Ccmparison ?�naylsis
Base File: rnfs prede�.�.tst
Pde" Pile: rdnut.*sf
''.�tc �= 0_��t� : __.Ux �� in t_ �S
� �
-----Fraction of Time----- ---------Check of Tolerance------
Cutoff Base New eChange Probability Base New %Change
0.015 I 0.99E-02 0.12E-01 20.4 � 0.99E-02 0.015 0.015 0.3
0.021 I 0.44E-02 0.25E-02 -44.0 I 0.44E-02 0.021 0.016 -29.9
0.028 I 0.22E-02 0.20E-02 -9.3 I 0.22E-02 0.028 0.024 -13 .9
0.034 I 0.13E-02 0.14E-02 11.3 I 0.13E-02 0.034 0.036 4.8
0.040 I 0.69E-03 0.87E-03 26.1 I 0.69E-03 0.040 0.093 7.5
0.047 � Q.43E-03 0.54E-03 26.7 I 0.43E-03 0.047 0.048 3.7
0.053 � 0.28E-03 0.26E-Os -6.6 I 0.28E-03 0.053 0.052 -1.1
0.059 I 0.16E-03 0.53E-04 -66.2 I 0.16E-03 0.059 0.055 -6.8 .
0.065 � 0.66E-04 0.23E-05 -96.6 I 0.66E-04 0.065 0.058 -11.3
0.072 I 0.30E-G4 0.23E-05 -92.3 I 0.30E-04 0.072 0.062 -13.6
0.078 I 0.46E-05 0.23E-OS -50.0 � 0.46E-05 0.078 0.065 -16.8
Maximum positive excursion = 0.004 cfs ( 8.7%)
occurring at 0.042 cfs on the Base Data:rnfs�redev.tsf
and at 0.04b cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.008 cfs (-32.30)
' occurring at 0.025 cfs on the Base Data:rnfs�predev.tsf
and at 0.017 cfs on the New Data:rdout.tsf
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Probability Exceedence
Firestone Technical Information Report Renton, Washington
Appendix E — Water Quality Calculations
------------- ----- -- — --- -
PACL�ND Pr��jE���t �10.1 1 �1.001 P���E> 5
� � / � \ �
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%��►`=� % �='='- Size and Cost Estimate
CONSTRUCTiON PRODUCTS INC.
Prepared by Kathryn Thomason on January 31,2011
Firestone — Stormwater Treatment System
Renton, WA
Information provided:
• Total contributing area = 1.04 acres
• Impervious area = 0.62 acres
� Water quality flow, QWq = 0.103 cfs
• Peak hydraulic flow rate, Q�ak= 0.943 cfs
• Presiding agency= City of Renton, WA
Assumptions:
• Media = CSF cartridges
• Cartridge Height= Low-drop
• Cartridge flow rate = 10 gpm
• Drop required from inlet to outlet= 1.8' minimum
Size and cost estimates:
The StormFilter is a flow-based system, and is therefore sized by calculating the peak water quality flow rate
. associated with the design storm. The water quality flow rate was calculated using 35°/o of the developed 2-year
peak flow from KCRTS.for the purposes of developing this estimate.
The StormFilter for this site was sized based on a water quality flow rate of 0.103 cfs. To accommodate this flow
rate, CONTECH Construction Products Inc. recommends using a 72" Manhole StormFilter with 5 cartridges (see
attached detail). The estimated cost of this system is 19 800, complete and delivered to the job site. This estimate
assumes that the manhole is 6 feet deep. The final system cost will depend on the actual depth of the units and
-- whether extras are specified. The contractor is responsible for setting the StormFilter and all external plumbing.
Typically the precast StormFilters have intemal bypass capacities of 1.8 cfs. If the peak discharge off the site is
expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system.
CONTECH Construction Products could provide our high-flow bypass, the StormGate, which provides a combination
weir�rifice control structure to limit the flow to the StormFilter. The estimated cost of this structure is $4,000. The
final cost would depend on the actual depth and size of the unit.
02008 CONTECH Construction Products Inc. 11835 NE Glenn Widing Dr.,Portland OR 97220 Page 1 of 1
�+nv�n�.contech-cpi.com Toll-free:800 548.4667 Fax: 800 561.1271 TS-P027
Firestone Technical Information Report Renton, 1Nashington
Appendix F - Infiltration Feasibility Study
PACLAND Project �10.113.001 Page 6
OTTO ROSENAU & ASSOCIATES, INC.
Geotechnical Engineering,Construction Inspection&Materials Testing
-- —_._.
- - -- 6747 M. L King Way South,Seattie,Washington 9811&3216 USA
Tel:(206)725-4600•Toll Free: (888)OTTO-4-US•Fax:(206)723-2221
January 17, 2011 WBE W2F5913684•WABO Registered Agency• Website:www.ottorosenau.com
FES Group
772 30th Ave N
St. Petersburg FL 33704
RE: Infiltration Feasibility Study
Proposed Firestone Complete Auto Care Facility
' 421 Union Avenue Northeast
Renton, Washington
ORA Project Number: 10-0708
INTRODUCTION
We understand that a new Firestone Complete Auto Care Facility is planned at 421 Union
Avenue Northeast in Renton, Washington. Please see the attached Vicinity Map on page A-1 of
the appendix for an approximate location of the project site. An infiltration pond is being
considered to dissipate stormwater collected from future impervious surfaces at the project site
into the underl in sub rade soil. The Cit of Renton re uires that the desi n of infiltration
Y 9 9 Y q 9
facilities be completed in accordance with the guidelines specified in the King County Surface
Water Design Manual. As a result, as series of 4 test pits were completed at the proposed
infiltration pond. Falling head percolation tests were performed at three of these locations.
SUBSURFACE CONDITIONS
Four test pits (TP-1 through TP-4) were completed at the northeast corner of the project site at
the proposed location of the infiltration pond on January 6, 2011. Please see the attached Site
Plan on page A-2 for approximate locations of the test pits. Stockpiles of uncontrolled fill was
present at the ground surface at each test pit location. The stockpiles contained a mix of soil,
wood, concrete rubble and metal debris. The stockpiles were pushed to the side prior to
begin�ing each test pit using the subcontracted excavator. Test pits TP-1, TP-3, and TP-4 were
completed to a depths of about 7 to 8 feet below the existing adjacent site grade. Test pit TP-2
was completed to a depth of about 13 feet below the existing adjacent site grade.
Similar subsurface conditions were observed in test pits TP-1 through TP-3 with approximately
1 to 6 feet of loose to medium dense, light brown silty sand fill at the ground surface. The light
brown silty sand with gravel fill was underlain 1.5 to 3.5 feet of with medium dense, orange-
brown silty sand with gravel that we interpreted to be native, weathered till. The weathered till
was underlain with dense to very dense silty sand with gravel that we inte�preted to be glacial i
till. At TP-4 we observed the weathered glacial till immediately after the stockpiled fill soils were �!
pushed aside. The soil at the base of each test pit consisted of dense to very dense, gray
i
Firestone Renton January 17, 2011
glacial till. Please see the attached test pit logs on pages A-3 through A-6 of the appendix for a
full description of the observed subsurface soil and groundwater condtions.
Slight to moderate groundwater seepage was observed in test pit TP-2 between depths of 10.5
and 13 feet below the existing adjacent site grade. We anticipate that the seasonal high
groundwater level at this location is at approximately 10.5 feet below the existing adjacent site
grade, which corresponds to about Elevation 397.5 feet as shown on the preliminary grading
plan.
INFILTRATION TESTS
An infiltration test was completed at the test pits TP-1, TP-3 and TP-4 using the Falling Head
Percolation test procedure. A single, 6-inch diameter PVC pipe was placed in the completed
test pit excavations. The soil around the pipes was carefully backfilled. The pipe was seated
into the ground by soundly tapping a block of wood at the top of the pipe with a 3-pound
hammer. 2 inches of clean gravel was placed at the base of each stand pipe. The following
morning (1/7/2011) the soil at the base of each pipe was soaked for 4 hours by maintaining at
least 12 inches of clean water in the pipe. The following morning (1/8/2011), approximately 20
hours after the soaking period was completed, the percolation tests were performed. The
percolation tests were performed. The measured infiltration rates are presented in the following
table.
Measured Infiltration
Test PiUlnfiltration Test Rate- Imeasured
Location (minutes per inch) Notes
TP-1 12.3 Assumed to have a poor seal at base of
pipe and not representative
TP-3 48 Assumed to have a poor seal at base of
pipe and not representative
TP-4 240 Appeared to have a good seal at the
base of the pipe and is representative
Please see the details of each percolation test in the logs on pages A-8 through A-10 of the
appendix.
The measured infiltration rate must be modified in accordance with the requirements of the King
County Surface Water manual in accordance with the following formula to come up with the
design infiltration rate.
�desigr — �measured X Ftesting X Fgeometry X Fplugging
Otto Rosenau & Associates, Inc. Page 2 of 3
Firestone Renton January 17, 2011
We recommend that the measured infiltration rate (I1T1eas„�ea) be 240 minutes per inch, or 0.0042
inches per minute. The geometry factor(F9�,�,,�,) is must be between 0.25 and 1 as determined
by the formula
Fg�„�w={4 x(D/1l1n}+ 0.05
Where D = depth from the bottom of the proposed facility to the maximum wet-season I
water table or nearest impervious layer, whichever is less
W=width of the facility �'
For a 100-foot wide pond built over a shallow water table with a depth of 5 feet below the facility,
F�,,�,_ {4 x(5/100)} +0.05 = 0.25. The current design bottom of infiltration facility would likely
need to be revised to a higher elevation to provide greater separation between the design
, bottom of pond and the maximum wet season water table at about Elevation 397.5 feet. This
also roughly coincides with the depth to the dense to very dense tills at the site.
We recommend that Fp,�99;�9 be equal to 0.8 (for fine sands and loamy sands}. A value of 0.3 is
to be used for Fces,;�9 when the EPA falling head percolation rate is used to measure infiltration
rates in the field.
As a result, if a F9eO,Tie1ry of 0.25 is assumed the design infiltration rate
is IdeS�„ _ (0.0042 inchesJminute) x 0.3 x 0.25 x 0.8 = 0.00025 inches I minute.
We anticipate that this would render the current design to be unfeasible due to the very large
size of the infiltration pond that would be required. An infiltration pond may not be possible at
this site due to the relatively shallow depth to groundwater and relatively impervious soils.
At a minimum, a revised infiltration facility would need to have its base at a shallower depth to
increase the separation between the groundwater and relatively impervious soils. This may be
able to be accomplished by using an open-bottomed, arched vault system that can be built
beneath paved areas. Alternatively, a detention tank and a connection to the public sewer
system may be required.
y G
. �c�'p� 4 '��9 �
If you have any questions, please contact us. � � �
�
�
Sincerely, r ;.
OTTO ROSENAU&ASSOCIATES, /NC. A 37 �.6 �
�
�SS��NAL� � �� �I �� �
/
Anthony Coyne, P. .
Geotechnical Engineer
Otto Rosenau 8�Associates, Inc. Page 3 of 3
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Reference: USGS Quad - Renton,WA- MAPTECH MAPS: Washington. I
VICINITY MAP '
Project Name: Firestone Renton ,
� For: FES Group
Location: 421 Union Avenue NE, OTTO ROSENAU 8�
Renton, WA -- - - ASSOCIATES, INC. ,
Date: January 11, 2011 ORA Project Number: 10-0708
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LEGEND Approx.Scale:1 inch=20 feet
�- TP-1 -Test Pit observed by ORA on January 6,2011 SITE PLAN
Reference: "Grading Plan,Firestone,421 Union Ave NE,Renton,Washington,dated ProJect Name: Firestone Renton
For: FES Group
10/25/2010,Drawing File Name-prelimgradeoption3"prepared by CEI Engineering �oeanon: az�un�on nvenue Ne, ----- OTTO ROSENAU 8
AssoCiates,InC. Renton,WA ASSOCIATES,INC. ORA ProJeet Numbar. 10-0643
Note: The location oi all features shown is approximate. oata: �anuary t�,20��
A-2
I
� OTfO ROSENAU 8 ASSOCIATES,�Nc. TEST PIT NUMBER TP-1
�— s�a7 M.L wny way sa,tn
Seattle,WA 98118 PAGE 1 OF 1
---- Telephone:(206)725�i600
Fax(206)723-2221
CLIENT FES Group PROJECT NAME Firestone Renton
PROJECT NUMBER 10-0708 PROJECT LOCATION 421 Union A�nenue Northeast,Renton,Washinqton
DATE STARTED 1/6l11 COMPLETED 1/6!1 t GROUND ELEVATION 408 ft TEST PIT SIZE 4'w x 10'I x 8'd
EXCAVATION CONTRACTOR Ewerqreen On-Site GROUND WATER LEVELS:
EXCAVATION METHOD Steel-track excavator AT TIME OF EXCAVATION Not encountered
LOGGED BY Jeff Rabe CHECKED BY Anthorn Covne P.E. AT END OF EXCAVATION Not encantered
NOTES Infiltration test. Approx T Yard waste,dd fili and nibble removed AFTER IXCAVATION Not observed
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7.5 '�7.5 400.5
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� orro RosEN,au s�associaTEs.iNc. TEST PIT NUMBER TP-2
� 6747 M.L.King Way South
Seattle,WA 98118 PAGE 1 OF 1
Telephone:(206)725-4600
Fax:(206)723-2221
CLIENT FES Group PROJECT NAME Firestone Renton
PROJECT NUMBER 10-0708 PROJECT LOCATION 421 Union Avenue Northeast,Rentan,Washinqton
DATE STARTED 1/6/11 COMPIETED 1/6f11 GROUND ELEVATION 408 ft TEST P(T StZE 6'w x 12'I x 13'd
IXCAVATION CONTRACTOR Everqreen On-Site GROUND WATER LEVELS:
EXCAVATiON METHOD Steel-track excavator �AT TIME OF IXCAVATION 10.5 ft/Elev 397.5 ft
LOGGED BY Jeff Rabe CHECKED BY Mthonv Covne P.E 1 AT END OF EXCAVATION 12.0 fl/Elev 396.0 ft
NOTES No Infiftration test. ADarox 2' vard waste,dd fill,rubble removed �2hrs AF7ER IXCAVATION 11.5 ft/Elev 396.5 H
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`,4.0 404 0
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A-4
� OTTO ROSENAU BASSOCIATES,�rvc. TEST PIT NUMBER TP-3
� 6747 M.L.lGng Way South
Seattle,WA 98118 PAGE 1 OF 1
— Telephone:(206)725-4600
Fax(206)723-2221
CLIENT FES Gro� PROJECT NAME Firestone Renton
PROJECT NUMBER 10-0708 PRWECT LOCATION 421 Union Avenue Northeast.Renton,Washinqton
DATE STARTED 1/6/11 COMPLETED 1l6/11 GROUND ELEVATION 408 ft TEST PIT SIZE 4'w x 10'I x 8'd
EXCAVA110N CONTRACTOR Everqreen On-Site GROUND WATER LEVELS:
EXCAVATION METHOD Steel-tradc excavator AT T1ME OF EXCAVATION Not encountered
LOGGED BY Jeff Rabe CHECKED BY Anlhonv Cqme P.E AT END OF EXCAVATION Not encourrtered
NOTES Infiltration test. Approx 2' vard waste,dd fill and rubble removed AFTER EXCAVATION Not observed
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2.5
=:3.5 404.5
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1
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5.0
'•6.0 402.o
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7.5
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-:S.o 400.0
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� OTTO ROSENAU&ASSOCIATES,�rvc. TEST PIT NUMBER TP-4
� 6747 M.L.King Way South
Seattle,WA 98118 PAGE 1 OF 1
Telephone:(206)725-4600
Fax(206)723-2221
CUENT FES Group PROJECT NAME Firestone Renton
PRWECT NUMBER 10-0708 PROJECT LOCATION 421 Union Aven�e Northeast,Renton,Washinqton
DATE STARTED 1/6/11 COMPLETED 116/11 GROUND ELEVATION 409 ft TEST Pff SIZE 4'w x 10'I x 7.5'd
IXCAVATION CON'fRACTOR Evergreen OrrSite GROUND WATER LEVELS:
EXCAVATION METHOD Steel-track excavator AT TIME OF EXCAVATI�1 Not enc�untered i
LOGGED BY Jeff Rabe CHECKED BY Anthonv Covne P.E. AT END OF EXCAVATION Not enco�tered
NOTES Infiftration test. Approx 3' vard waste,dd fill and rubWe remo�ned AFTER IXCAVATION Not obser�ed
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SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS
.
CLEAN '':,' �.w WELL-GRADED GRAVELS,GRAVEL-
GRAVEL GRAVELS SAND MIXTURES,LITfLE OR NO FINES
AND ��'��
GRAVELIY o Qo o Qo POORLY-GRADED GRAVELS,GRAVEL
SOILS (LITTLE OR NO FINES) o D�o D GP -sAND MIXTURES,LITTLE OR NO
Q Q a� FINES
COARSE �
GRAINED GRAVELS WITH °� '° � SILTY GRAVELS,GRAVEL-SAND-
SOILS MORE THAN 50% FINES � o � GM SILT MIXTURES
OFCOARSE
FRACTION
RETAINED ON NO.
4 SIEVE (MORE THAN 12%FINES) GC CLAYEY GRAVELS,GRAVEL-SAND-
CLAY MIXTURES
SAND CLEAN SANDS SW SANDS,LR�LE OR NO F NES�LLY
MORETHAN50% AND
OF MATERIAL IS SANDY
LARGER THAN NO.
200 SIEVE SIZE SOILS (LIT11E OR NO FINES) �:. SP POORLY-GRADED SANDS,GRAVELLY
SAND,LITTLE OR NO FINES
o SANDS WITH S`M SILTY SANDS,SAND-SILT MIXTURES
MORE THAN 50% FINES
OFCOARSE
FRACTION
PASSING ON NO.4
SIEVE (MORE THAN 12%FINES} �. S`C CLAYEY SANDS,SAND-CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS,ROCK FLOUR,SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PIASTICITY
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT `.L MEDIUM PLASTICITY,GRAVELLY
GRAINED CLAYS LESS THAN 50 CLAYS,SANDY CLAYS,SILTY CLAYS,
SOILS _ _ LEAN CLAYS
-- OL ORGANIC SILTS AND ORGANIC SILTY
— — CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS.MICACEOUS OR I
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SILTY
SMALLER THAN SOILS
NO.200 SIEVE
SIZE
AI ND LIQUID LIMIT CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 PLASTICITY
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%��, O',,� ORGANIC CLAYS OF MEDIUM TO HIGH
PLASTICITY,ORGANIC SILTS
,, �", �", �", pEAT,HUMUS,SWAMP SOILS WITH
HIGHLY ORGANIC SOILS — PT HIGH ORGANIC CONTENTS
NOTE: FINES ARE MATERIALS PASSING THE NO.200 SIEVE.
COARSE GRAWED SOILS RECENE DUAL SYMBOLS IF THEY CONTAIN BEII�^JEEN 5��AND 12°%FINES.
FINE GRAINED SOILS RECENE DUAL SYMBOLS IF THEIR LIMITS PLOT LEFT OF THE"A' LINE b"JITH A PLF;STICITY INDEX(Plj OF 49-6 TO i i�.
A-7
PERCOLATION TEST DATA FORM
ORA PROJECT: Firestone Renton
ORA JOB#: 10-0708
DATE: 01/08/2011
TEST HOLE#: TP-1
DEPTH TO BOTTOM OF HOLE: _116 inches from top casing
PERCOLATION TEST BY: AGC
DROP IN PERCOALTION
TIME WATER RATE
TIME INTERVAL READING LEVEL REMARKS
min. (inches (inches (min/inch
193.1875
13:07 0 199.1875 0
13:37 30 196.375 2.8125
14:07 30 196..625 2.5625
14:37 30 196.75 2.4375
15:07 30 196.75 2.4375 12.3
A-8
PERCOLATION TEST DATA FORM
ORA PROJECT: Firestone Renton
ORA JOB#: 10-0708
DATE: 01/08/2011
TEST HOLE#: TP-3
DEPTH TO BOTfOM OF HOLE: _116 inches from top casing
PERCOLATION TEST BY: AGC
DROP IN PERCOALTION
TIME WATER RATE
TIME INTERVAL READING LEVEL REMARKS
min. inches (inches min/inch
119.875
13:13 0 125.875 0
13:43 30 124.875 1
14:13 30 125.125 0.75
14:43 30 125.1875 0.6875
15:13 30 125.25 0.625 48
A-9
PERCOLATION TEST DATA FORM
ORA PROJECT: Firestone Renton
ORA JOB#: 10-0708
DATE: 01/08/2011
TEST HOLE#: TP-4
DEPTH TO BOTTOM OF HOLE: _116 inches from top casing
PERCOLATION TEST BY: AGC
DROP IN PERCOALTION
TIME WATER RATE
TIME INTERVAL READING LEVEL REMARKS
min. (inches (inches) min/inch)
49.375
13:17 0 55.375 0
13:47 30 55.3125 0.0625
'� 14:17 30 55.125 0.25
14:47 30 55.1875 0.1875
15:17 30 55.25 0.125 240
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