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DRAINAGE PLAN
TECHNICAL INFORMATION
REPORT �
Velmeir Retail Pharmacy
' Prepai-ed for� I
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The Velmeir Companies �
5757 West Maple Road
West Bloomfield, MI, 48322
August 13, 2013
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1501 Fourth Avenue, Suite 1400 I'
Seattle, WA 98101-1616
(206)438-2700
Job No: 12943878
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This document has been prepared under the supervision of a registered professional engineer.
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Date Signed: AuQust 13. 2013
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CONTENTS
1.0 PROJECT OVERVIEW..................................................................................................................3
l.l EXISTING SITE.................................................................................................................3
1.2 PROPOSED PROJECT......................................................................................................4
1.3 SOILS.................................................................................................................................4
2.0 CONDITIONS AND REQUIREMENTS SUMMARY..................................................................4
3.0 OFFSITE ANALYSIS.....................................................................................................................8
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN............ 10
4.1 PART A—EXISTING SITE HYDROLOGY.................................................................. 10
4.2 PART B—DEVELOPED SITE HYDROLOGY ............................................................. 10
4.3 PART C—PERFORMANCE STANDARDS.................................................................. 11
4.4 PART D—FLOW CONTROL SYSTEM ........................................................................ 12
4.5 PART E—WATER QUALITY SYSTEM....................................................................... 13
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN............................................................. 13
, 5.1 EXISTING COLLECTION AND CONVEYANCE SYSTEM....................................... 13
5.2 PROPOSED COLLECTION AND CONVEYANCE SYSTEM..................................... 13
6.0 SPECIAL REPORTS AND STUDIES.......................................................................................... 14
7.0 OTHER PERMITS........................................................................................................................ 14
8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION .......................................... 14
8.1 PART A—EROSION AND SEDIMENT CONTROL .................................................... 14
8.2 PART B—SPILL PLAN DESIGN................................................................................... 16
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT.. 16
10.0 OPERATIONS AND MAINTENANCE MANUAL .................................................................... 16
11.0 REFERENCES..............................................................................................................................25
i June 2013
TABLES
TABLE 1: EXISTING SITE CONDITIONS ...............................................................................................3
TABLE 2: PROPOSED SITE CONDITIONS .............................................................................................4
TABLE 3: SITE CONDITION AREAS SUMMARY.................................................................................4
TABLE4: KCRTS MODEL INPUTS....................................................................................................... 10
TABLE5: PEAK FLOW RATES............................................................................................................. 10
TABLE 6: FLOW CONTROL FACILITY SUMMARY..........................................................................12
FIGURES
FIGURE 1: TIR WORKSHEET
FIGURE 2: SITE LOCATION MAP
FIGURE 3: DRAINAGE BASINS, SUBBASINS AND SITE CHARACTERISTICS
FIGURE 4: SOILS
FIGURE 5: PROPOSED SITE CONDITIONS—PHASES 1 AND 2
SELECT DESIGN DRAWIITGS
CT.1 TITLE SHEET
1 OF 1 ALTA�'ACSM LAND TITLE SHEET
C 1.3 UTILITY PLAN-SITE
C 1.4 GRADING PLAN-SITE
C 1.6 DETAILS-SITE
C 1.7 STORMWATER PLAN-SITE
C1.8 STORM PROFILES-SITE
C3.3 UTILITY PLAN-PUBLIC
C3.4 GRADING PLAN-PUBLIC
C3.6 STORMWATER PLAN-PUBLIC
C3.7 STORMWATER PROFILES-PUBLIC
APPENDICES
APPENDIX A: DESIGN STOR1�iWATER CALCULATIONS �
APPENDIX B: OFFSITE ANALYSIS
APPENDIX C: BOND QUANTITY WORKSHEET
APPENDIX D: DECLARATION OF COVENANT
APPENDIX E: KING COUNTY STORMWATER POLLUTION PREVENTION PLAN RELEVANT
ACTIVITY WORKSHEETS AND BMP INFO SHEETS
ii June 2013
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1.0 PROJECT OVERVIEW
The Velmeir Companies are planning to redevelop three acres located on the northwest corner of
Southeast Carr Road and Benson Drive South in Renton. Vehicle access to the site under existing and
proposed conditions is from Southeast Carr Road and Southeast 174`'' Street.
Existing buildings on site are planned to be demolished and the site developed in two phases.
Redevelopment for both Phases 1 and 2 are addressed in this report. The first phase would include
grading and utility work for the entire site and construction of an approximately 16,300 square foot retail
building at the south side of the property. The proposed building would be a pharmacy with a drive-
through and include 69 parking spaces. Phase 2 would include a retail fast food restaurant on the north
side of the property. The proposed footprint of the retail fast food restaurant is 4,300 square feet.
Work within the public right-of-way(ROW) is required by the City of Renton to obtain project permits
and will include sidewalk improvements along Benson Drive South and street and sidewalk
improvements along Southeast 174th Street. New impervious area within the ROW includes 2,030
square feet of new sidewalk along Benson Drive South and 4,610 square feet of added impervious of road
and sidewalk along Southeast 174th Street; for a total new impervious area of 6,640 square feet. Replaced
impervious area within the ROW of 174`� Street is 4,225 sf. Total new plus replaced impervious within �
the ROW is 10,865 square feet. '
Flow control and water quality facilities for the proposed site have been developed to address stormwater
runoff for the entire 3.02 acres.
This drainage report was developed in accordance with the 2009 King County Surface Water Design
Manual (SWDM) and the 2009 City of Renton Amendments to the SWDM, Chapter 1 and 2. The
Technical Information Report Warksheet includes project-specific data and is presented as Figure 1. The
site is located in Southeast Renton, as shown on Figure 2: Site Vicinity Map. The existing site conditions
are presented on Figure 3: Drainage Basins, Subbasins and Site Characteristics.
1.1 EXISTING SITE
The site is presently developed with tvvo commercial buildings, one approximately 30,000 square feet and
one approximately 600 square feet, as shown on Figure 3. Land use consists of existing buildings,paved
surfaces (vehicle driveways and parking),and a few small vegetated areas located at the southeast and
northeast corners of the site. See Table 1 for a summary of the existing site conditions. The existing site
slopes from east to west with slopes ranging from 2 to 9 percent.
Stormwater from the existing site is collected using catch basins and is conveyed through storm drainage
pipes by gravity to the southwest corner of the site, where it leaves the sites and enters the public storm
drainage system comprised of ditches and drain lines. Presently, there are no detention or water quality
treatment facilities on site.
Table 1: Existing Site Conditions
Condition Im ervious (acres) Landscape Total
Buildin Pavement (acres) (acres)
Existin 0.70 2.27 0.05 3.02
3 June 2013
1.2 PROPOSED PROJECT
The proposed project improvements far Phases 1 and 2 are shown on tbe Figure 5. The proposed land use
represents the entire 3.02-acre site and includes two buildings (pharmacy and future fast food restaurant),
paved areas, and landscaping. The project will include new catch basin inlets, storm drainage pipes, flow
control and water quality facilities, and relocated utilities. Building footprints, as well as areas of
impervious and pervious surfaces for the proposed site conditions (Phases 1 and 2)are presented in Table
2. The project design drawings present Phase 1 only, and the area where the future fast food retail
building is planned will be temporarily seeded with grass.
Table 2: Proposed Site Conditions
Condition Im ervious (acres) Landscape Total
Buildin Pavement (acres) (acres)
Pharmac 0.37 1.03 0.27 1.67
Future Fast Food 0.10 0.71 0.29 1.10
Ri ht-of-Wa 0.00 0.25 0.00 0.25
Total 0.47 1.99 0.56 3.02
Table 3 compares the existing and proposed condition for the site.
Table 3: Site Condirion Areas Summary
Condition Im ervious (acres) Landscape Total Percent
Buildin Pavement (acres) (acres) Impervious
Existin 0.70 2.27 0.05 3.02 98%
Pro osed 0.47 1.99 0.56 3.02 82%
1.3 SOILS
The geotechnical report (Terracon Consultants, Inc.,October 2012) describes site soils from a depth of 3
to 10.5 feet as brown silty sand with trace fine gravel(���eathered glacial till, medium dense to dense).
Soils below 10.5 feet to the limit of the borings consist of gray silty sand ���ith a trace of fine gravel �
(unweathered glacial till, very dense).
Base�d on the Soil Survey Area: King County Area, Washington(USDA NRCS, 2012), site soils are
classified as Arents,Alderwood material, 6 to 15 percent slopes (AmC). The Alderwood series consists
of moderately well drained,undulating to hilly soils that have dense, very slowly permeable glacial till at
a depth of 20 to 40 inches; on uplands and terraces. See Figure 4: Soils. The well drained soils were
likely removed during the previous development and current conditions are pavement and buildings
founded on imported aggregate and pavement placed over glacial till.
2.0 CONDITIONS AND REQUIREME:�TS SUn�iMARY
A pre-application packet was submitted to the City of Renton for the proposed redevelopment project.
The City's response related to surface water was documented in a Pre-Application Memorandum
a June 2013
addressed to Rocale Timmons,Planner and prepared by Jan Illian, Plan Review, for the City of Renton on
September 10,2012. The memorandum stated that a drainage plan and drainage report will be required
with the site plan application. The report shall comply with the 2009 King Counry SWDM and the 2009
City of Renton Amendments to the SWDM, Chapter 1 and 2. All core and any special requirements shall
be contained in the report.
The project falls under Full Drainage Review, per Section 1.1.2.3 of the City of Renton Amendment to
the SWDM. For a full drainage review,demonstration of project compliance with the following
requirements is necessary.
Core Requirement#1: Discharge at the Natural Location
Stormwater runoff from the proposed project will discharge at the same location as present.
Core Requirement#2: Offsite Analysis
There is no surface water running onto the site; an upstream analysis does not apply.
A Level 1 downstream analysis was completed for the project and is included in Section 3 of this
report.
Core Requirement#3: Flo���Control
Flow Control Facilities
The area specific flow control requirements under Core Requirement#3 apply. Based on the City's
flow control map,this site falls within the Flow Control Duration Standard, Forested Site Conditions.
Improvements on private property will include flow control facilities. Flow control facilities will
account for onsite improvements as well as improvements within the ROW.
A comment provided by the City of Renton on the January 9, 2013 version of this report stated that
"the applicant will need to include in the TIR an explanation of how the project qualifies for the 0.1
cfs exception including KCRTS output files." See Section 4.0 of this report for predeveloped and
proposed flows.
Flow Control BMPs
According to Section 1.2.3 of the SWDM, all proposed projects, including redevelopment projects,
are to provide onsite flow control facilities or flow control BMPs, or both. Flow control BMP
requirements are discussed in Section 1.2.3.3 (p-150)of the SWDM. The goal is to apply flow
control BMPs to new impervious surfaces to the maximum extent practicable without causing
flooding or erosion impacts. The minimum levels of application are specified in SWDM Section 5.2.
Design and details for flow control BMPs are included in SWDM Appendix C.
The proposed project provides a reduction in impervious area from approximately 98%to 82% (see
Table 3). New impervious areas were necessary within the ROW (6,640 square feet or 0.15 acres).
Replaced impervious for the overall project is approximately 2.45 acres.
' Evaluation of flow control BMPs for the improvements to the ROW is necessary according to the
SWDM. ROW improvements are less than 22,000 square feet; therefore, the improvements fall under
the small project flow control BMP guidelines. The net new impervious area in the ROW along
5 June 2013
Benson Drive South is 2,030 square feet. The net new impen-ious area in the ROW along Southeast
174th Street is 4,610 square feet. The total area of the frontage to centerline of road is 8,835 square
feet. Full infiltration or dispersion of stormwater anywhere onsite is not practical due to limited soil
and site conditions. Flow control BMPs are not allowed within the ROW.
There are three areas onsite which would allow limited infiltration of stormwater. Two islands in the
middle of the site will have curb cuts and allow stormwater flow into the landscaped areas. Each
island is approximately 600 square feet.
There is a vegetated area along the south edge of the site which will be graded similar to a swale/rain
garden and will allow treatmcnt and infiltration of stormwater. This area(within private property) is
approximately 5,800 square feet.
In all, approximately 7,000 square feet of pervious area will be graded and vegetated to promote
infiltration and treatment of stormwater. This area is approximately equivalent to the added
impervious area within the ROW. These types of Flow Control BMPs will supplement the proposed
Flow Control Facility and Water Quality Treatment BMPs required.
Core Requirement#4: Conveyance System
New conveyance lines on site will be sized for the 25-year storm and evaluated using the 100-year
storm to demonstrate that overflow does not create or aggravate a severe flooding or erosion problem
(SWDM Section 1.2.4.1).
The connection to the downstream/offsite system was evaluated(see Section 3 of this report)to
determine if backwater concerns exist in the downstream drainage system. The existing conveyance
systems adequately convey existing storm flows and are not expected to experience an increase in
flow characteristics as a result of the project. In fact, flows leaving the site are expected to decrease
because there will be less impervious area and a detention facility is planned to be installed. SWDM
Section 1.2.42 states that these systems do not need to be analyzed for conveyance capacity.
Core Requirement#5: Erosion and Sediment Control
Required erosion and sediment control(ESC) measures, as detailed in the King County Erosion and
Sediment Control Standards and SWDM Section 1.2.5,will be incorporated into the project design,
and implemented and maintained during the construction phase. Refer to Section 8 for the minimum '
ESC measures that the contractor will be required to implement. Temporary and permanent erosion
and sediment control plans are shown on the project drawings.
Core Requirement#6: Maintenance and Operations
Drainage facilities at the project site will be privately maintained by the property owner in accordance
with SWDM Appendix A: Maintenance Requirements for Flow Control, Conveyance and WQ
Facilities. SWDM Appendix C includes maintenance requirements for Flow Control BMPs. These
are described in Section 10 of this document.
Declaration of Covenant for Inspcction and Maintenance of Storm�vater Facilities and BI��'IPs has been
prepared, see Appendix C.
6 June 2013
Core Requirement#7: Financial Guarantees and Liability I
The property owner will be responsible for the construction of site facilities and restoration and site ��
stabilization; as well as drainage defect and maintenance. The site will be privately maintained. �
Core Requirement#8: Water Quality
The project is a commercial site resulting in more than 5,000 square feet of pollution generating I
impervious surface. Enhanced basic water quality treatment per section 1.8 of the SWDM as amended
by the Ciry shall be provided. '
Two stormwater quality filters (Contech StormFilter or equivalent) in series with two different media
types are planned to be constructed within the project site to address water quality requirements. See
Section 4 and Appendix A for a detailed description of water quality analyses and design.
Special Requirement#1: Other Adopted Area-Specific Requirements
Special drainage requirements are listed in SWDM Section 1.3. A State Environmental Policy Act
(SEPA) determination will be submitted to the Department of Development and Environmental
Services (DDES}under separate cover. Special requirement#1 includes the following:
� Critical Drainage Areas (CDAs): Not applicable. The site is not within a CDA. ��
• Master Drainage Plans (MDPs): Not applicable.
• Basin Plans (BPs): Not applicable.
• Salmon Conservation Plans (SCPs): Not applicable.
• Stormwater Compliance Plans(SWCPs): Not applicable.
• Lake Management Plans(LMPs): Not applicable.
• Flood Hazard Reduction Plan Updates (FHRPs): Not applicable.
• Shared Facility Drainage Plans(SFDPs): Not applicable.
Special Requirement#2: Flood Hazard Area Delineation
The project is not located within the 100-year flood plain; special requirement#2 does not apply.
Special Requirement#3: Flood Protection Facilities
This requirement does not apply to the proposed project.
Special Requirement#4: Source Control
Water quality source controls prevent rainfall and runoff water from coming into contact with I
pollutants, thereby reducing the likelihood that pollutants will enter public waterways and violate
water quality standards or County stormwater discharge permit limits. A stormwater pollution ',
prevention manual was prepared by King County for citizens,businesses, and industries to identify
� June 2013 �
and implement source controls for activities that often pollute water bodies. Source control measures
shall comply with the King County Stormwater Pollution Prevention Manual (SPPM) (King County,
2009a). Relevant Sections are included in Appendix E.
Source control BMPs for this site will include permanent vegetation and soil stabilization to limit
erosion of soil within landscaped areas. These source control BMPs shall comply with Activity A-26
in Appendix E(King County, 2009a)Remaining areas will receive permanent cover(pavement or
buildings). Parking lots and sidewalks will be maintained to limit the amount of sediment and litter
that could enter the onsite stormwater system and detention/water quality systems in accardance with
Activity Sheets A-31 and A-32 in Appendix E(King County,2009a). The detention pipe system and
water quality filtration system will be periodically inspected, maintained, and cleaned in order to
minimize the chance for accumulated material���ithin the system to leave the site. Camidges in the
water quality system will be monitored routinely and replaced when needed. The storm drainage
system will comply with Activity Sheet A-1 in Appendix E(King County, 2009a).
Special Requirement#5: Oil Control
No fueling is planned to occur on site, the site will not be used for vehicle maintenance, and it is not
considered a high use site. Oil control does not apply to this project.
3.0 OFFSITE ANALYSIS
An offsite analysis as stipulated in the 2009 SWDM and the 2009 City of Renton Amendments requires a
Level 1 analysis of the downstream system leaving the project site to be evaluated. The Level 1 analysis
includes the following tasks:
• Task 1 — define and map the study area,
• Task 2— review resources,
• Task 3 —inspect the study area,
• Task 4—describe the drainage system and its existing and predicted drainage and water quality
problems, and
Tasks 1 and 2 were completed using the City of Renton(COR) on-line mapping system to identify the
study area and review existing storm drainage facilities on site and within the study area. The study area
includes the project site and the downstream drainage system within '/4 mile. The available mapping from
the City and the topographic survey completed for the project indicate that there is no surface water
running onto the site; therefore, no upstream analysis was conducted. For Tasks 3 and 4, a field
inspection was performed by David Huang, PE of URS on December 11, 2012. The field inspection
included observing the drainage system within the study area to identify and characterize drainage
� components and potential stormwater issues, such as erosion ar flooding, for the existing and proposed
site condition. During the site visit, the weather was intermittent rain with temperatures in the mid-40's.
li� The site is currently developed and consists of a large paved parking area with two buildings. No
I' stormwater detention or water quality facilities were found on site. During the Level 1 field visit and
� evaluation of the existing site, no drainage or water quality issues were found on site or within the study
' area.
s June 2013
i
Supporting documents for the do��nstream analysis are included in Appendix B of this report.
Documents include a map tracking the route of the downstream system leaving the site and the Off-site
Analysis Drainage System Table from the 2009 SWDM describing the different drainage components in
detail. Photos of the downstream drainage system are also provided in Appendix B.
Two locations where stormwater could potentially discharge from the site were reviewed in the field. The
first location is at the northwest portion of the site where stormwater enters a catch basin (labeled as "1"
on the Appendix B Map) and drains to a series of roadside ditches and culverts along the south side of SE
174`h Street. It was determined that this catch basin is located in the right-of-way, therefore, not located
onsite. The flow path was followed and is described here and mapped for information only. The ditch
segments are overgrown with vegetation and were observed to contain trash. There were no observations
of scouring or erosion in the ditches or overtopping of the culverts during the field visit. The ditch-
culvert flow drains into a piped system running along the south side of SE 174`h Street and crosses to the
northwest corner of the intersection at SE 174�'Street (103`d Avenue SE) and S 36`h Place before leaving
the roadway to drain down a steep sloped area off the west side of 103rd Avenue SE. The system outfalls
to a wooded area beyond the '/4 mile flow path distance. Storm drainage along this flow route was
observed to be consistent with the City's storm sewer mapping.
The second location observed in the field is the southwest corner of the site. All site stormwater
discharges to the southwest corner; either through a catch basin(labeled as "27"on the Appendix B Map,
corresponding to about 98%of the site drainage area) or a 3-inch diameter pipe under the sidewalk
(labeled as "29" on the Appendix B Map, conesponding to about 2%of the site drainage area).
Consistent with City mapping,the catch basin connects to another catch basin located upstream of a grass
lined swale that runs around the NE corner of the intersection of SE Carr Road and 106`h Place SE. As for
the 3-inch pipe under the sidewalk, it appears to connect to the catch basin at the upstream end of the
swale. The downstream end of the swale empties into a culvert and catch basin and outfalls to a roadside
ditch, where all are located on the east side of 106`h Place SE. This portion of the system drains to a 12-
inch concrete pipe (labeled as "36"on the Appendix B Map) connected to a catch basin located at the SE
corner of the intersection of SE 174`�' Street and 106`h Place SE (labeled as "10"on the Appendix B Map).
From this point; stormwater joins the first leg of the downstream system along the south side of SE 174`h
Street, as described earlier. There���ere no observations of drainage or water quality issues during the
downstream analysis, except that some of the ditches within the right-of-«ay were observed to be
overgrown with vegetation and some litter had collected within them.
No surface water from adjacent roadways bordering the site was observed to enter the site, as it was
intercepted by sidewalk/curb and gutter conveying to catch basin and pipe system on Benson Drive SE
which directs flo��� around the site.
The proposed condition will include two buildings, parking areas and landscaping, as well as flow control
and��rater quality treatment facilities. Peak surface«�ater runoff flow rates for the proposed condition are
anticipated to be reduced within in the do�y�nstream system as a result of the project.
9 June 2013
4.0 FLOW CONTROL A.'�TD WATER QUALITY FACILITY ANALYSIS AND DESIGN
4.1 PART A-EXISTING SITE HYDROLOGY
Refer to Section 1, Figure 3, and Section 3 of this report, for the existing site conditions and hydrology.
Site soils arc described in Section 1 and shown on Figure 4.
For this site, pre-developed hydrology is required to match forested site conditions; therefore, the entire
site was modeled as forest for the pre-developed condition. Till soils were used for all model runs
conducted for this report. Model inputs for land cover for both the pre-developed and proposed sites are
shown in Table 4. Hydrologic calculations are presented in Appendix A.
Table 4: KCRTS Model Inputs
Condition Im ervious (acres Per��ious Total Percent
Buildin Pavement (acres) (acres) Impervious
Existin 0.70 2.27 0.05 3.02 98%
Pre-Deve�lo ed 0 0 3.02 (forest) 3.02 0%
Pro osed 0.47 1.99 0.56 (landsca ed) 3.02 82%
Flow rates for the existing,pre-developed/forested condition, and proposedi developed unmitigated
condition, and mitigated condition follo«�ing detentionlflow control measures are shown in Table 5.
Table 5: Peak Flow Rates
Flow Frequency Peak Flow Rates
Return Period Pre-de�reloped Future
Existing Condition Forest Condition Unmitigated Mitigated '
(cfs) (cfs) (cfs) (cfs)
2- ear 0.74 0.08 0.64 0.04
10- ear 0.88 0.15 0.77 0.14 �
25- ear 1.08 0.19 0.90 0.16
50- ear 1.30 0.23 1.15 0.30
100- ear 1.41 0.24 1.27 0.36
Note 1. Discharge flow rates from the detention svstem are within 0.1 cfs of the predeveloped forest
condition for the design flows ranging from 50%of the 2-year flow to the 50-year flow.
4.2 PART B-DEVELOPED SITE HYDROLOGY
Refer to Section 1 of this report and Figure 5 for the proposed/developed site conditions. Hydrology for
the developed site was analyzed using contributing drainage areas, soils and land cover types associated
with the proposed site conditions, see Section 4.1 and Tables 2 and 3 for land use and flow rates for the
proposed condition. .
lo June 2013
KCRTS was used to evaluate the flow control facility (Section 4.4) and flow capacity requirements for
new storm drainage pipes (Section 5). See hydrologic calculations presented in Appendix A for model
results.
4.3 PART C—PERFORA�iANCE ST:�NDARDS
Performance standards and goals for this project are based on the SWDM, which requires conveyance
system capacity standards,flow control facilities and BMPs, and basic «�ater quality standards.
4.3.1 Area-Specific Flow Control Facility Standards
Flow Control Duration Standard,Forested Site Conditions apply to tbe site far flo���controlidetention
facilities. Flow control BMP requirements are described in the response to Core Requirement#3 in
Section 2.
4.3.2 Conveyance System Capacity Standards
According to the SWDM Section 1.2.4.1,pipe system capacity standards are as follo�-s:
• Pipe systems will be designed to convey and contain the 25-year peak flow, assuming developed
conditions for onsite tributary areas and existing conditions for offsite tributary areas.
• Pipe system structures may overtop for runoff events that exceed the 25-year design capacity.
provided that the overflow from a 100-year event does not create or aggravate a severe flooding
problem or severe erosion problem. Overflow occurring onsite for nznoff events up to and
including the 100-year are required to discharge at the natural location for the project site.
Calculations are provided in Appendix A.
4.3.3 Area-Specific Water Quality Standards
In accordance with the SWDM Section 6.1.2, enhanced water quality standards apply. Enhanced basic
option 3 was selected for this project and includes a two-facility treatment train comprised of a
StormFilter with ZPG followed by a StormFilter with C�SF (see Table 6.1.2.A in the King Counry
SWDM,provided in Appendix A). Calculations for the StorniFilter System are included in Appendix A.
4.3.4 Compensatory Storage Requirements
The project site is not located within the 100-year floodplain; therefore, the project does not need to
comply with the compensatory storage requirements of FEMA.
4.3.5 Source Control
See the response to Special Requirement#4 in Section 2.
4.3.6 Oil Control
Oil control requirements do not apply to this project.
�t June�013
4.4 PART D—FLOW CO�TTROL SYSTEM
Flow Control Facility
According to the City of Renton pre-application response dated September 13, 2012, the Flow Control
Duration Standard Matching Forested Site Conditions is required for this project site. Table 1.2.3.A of
the 2009 City of Renton SWDM Amendment states that if there is no problems identified downstream,
then apply the Flow Control Duration Standard which matches the flow duration of pre-developed rates
for forested(historic) site conditions over the range of flows extending from 50% of the 2-year up to the
full 50-year flow.
The KCRTS model was used to develop the size and volume of the detention facility. A detention pipe
system (Contech CMP detention system) is proposed for the flow control facility on private property. See
calculations and specifications provided in Appendix A. The dimensions are presented in Table 6.
Table 6: Flow Control Facilit�Summary
Re uired Detention(Flow Control)Volume 44,180 cf
Pi e Diameter 72 in(6 ft
Sediment Stora e 0.5 ft
Detention De th 5 ft
Orifice#1 Hei ht=0 ft,Dia. =0.95 in
Orifice#2 Hei ht=3.1 ft,Dia. = 1.7 in
Riser Diameter 8 in
Total Storage Provided 46,200 cf
(Contech CMP or e uivalent, see A endix A)
�ill Control (King County SWDM 2009, 4.2.1.1 Design Criteria). Where spill control is required as
specified in Section 1.2.4.3.G, an allowable option is as follows:
• A tee section (see Figure 5.3.4.A) in or subsequent to the last catch basin or manhole that collects
runoff from non-roof-top pollution-generating impervious surface prior to discharge from the site
or into an onsite natural drainage feature. The tee section typically provided in a wetvault or
detention facility may be used to meet the intent of this requirement. Unless otherwise specified, '
the riser top of the tee section shall be at or above the headwater elevation for the 10-year design
flow and a minimum of 6 inches below the ceiling of the catch basin or manhole. The bottom end
of the tee section shall be as illustrated in Figure 5.3.4.A.
The outlet to the detention facility will have a riser overflow structure as detailed above. See Drawings.
Flow Control BMPs
There are three areas onsite which «-ould allow limited infiltration of storm�vater. Two islands in the
middle of the site will have curb cuts and allow stormwater flow into the landscaped areas. Each island is
approximately 600 square feet.
There is a vegetated area along the south edge of the site which will be graded similar to a swale/rain
garden and will allow treatment and infiltration of stormwater. This area(within private property)is
approximately 5,800 square feet.
l' June 2013
In all, approximately 7,000 square feet of pervious area will be graded and vegetated to promote
infiltration and treatment of stormwater. This area is approximately equivalent to the added impervious
area within the ROW. These types of Flow Control BMPs will supplement the proposed Flow Control
Facility and Water Quality Treatment BMPs required.
4.5 PART E—WATER QUALITY SYSTEM
The project is a commercial site resulting in more than 5,000 square feet of pollution generating
impervious surface. Enhanced basic water quality treatment per section 1.8 of the SWDM as amended by
the City shall be provided.
Water quality design was completed in accorda�ce with the SWDM Section 6.1.2, enhanced water quality
standards. Enhanced basic option 3 was selected for this project and includes a two-facility treatment
train comprised of a StormFilter with ZPG followed by a StormFilter with CSF (see Table 6.1.2.A in the
King County SWDM, provided in Appendix A). Calculations for the StormFilter System are included in
Appendix A.
Water quality treatment will be accomplished using a storm water filter subsequent to the detention
system. Proposed stormwater runoff will drain via gravity to a new detention system followed by water
quality treatment located near the southeast corner of the site. Following treatment, discharge will be
routed via gravity to the southeast corner of the site,where flow will discharge to the existing stormwater
system. The proposed locations of the detention and water quality systems are shown on the Project
Dra��ings.
5.0 CO\VEYAVCE SYSTEM ANALYSIS Al�D DESIGI�'
5.1 EXISTING COLLEC'I'IO\ AND CO\�'EYAI�CE SYSTE1i
The existing collection and conveyance system onsite is comprised of catch basins and storm drain lines
connected to the offsite drainage system, as described in Section 3. The existing onsite drainage system
will be demolished and a new system is planned for installation. The new system will connect to the
existing system��-ith the majority of site flows draining to the south�cest. as in the current condition.
5.2 PROPOSED COLLECTION AND CONVE�'ANCE SYSTENI
Site s[orm«ater�vill be collected via catch basin inlets and drain via gra�-ity to thc dctention pipe system
followed by water quality filtration system. Hydrology was completed for the developed site to determine
minimum pipe sizes for stormwater conveyance. Peak storm flows were estimated using the Rational
Method and pipes were sized using Flow Master(Bentley, 2009). The freeboard within each pipe was
calculated and the minimum 6 inches of freeboard requirement was met. See Appendix A for
calculations.
�3 June 2013
6.0 SPECIAL REPORTS AND STUDIES
Other than the geotechnical report developed for the site (Tenacon, 2012),no other reports ar studies are
known.
7.0 OTHER PERMITS
Permits required for this project will be the standard permits associated with construction of new
buildings, grading and drainage review. A general construction stormwater permit will be needed
because the area to be disturbed is more than one acre.
8.0 C0:�ISTRUCTION STORl��i�'�'ATER POLLUTION PREVEITION
8.1 PART A—EROSION AND SEDIME\T CO\TROL
A construction stormwater pollution prevention plan(CSW'PPP) «-i11 be needed for the project. ESC
plans (included in the Figures section) have been prepared to address the minimum requirements during
construction, including temporary and permanent erosion controls.
Requirements for BMPs during construction conditions, as described in the City of Renton Amendments
to the SWDM Special Requirement #4 and the King County SPPM, are met and discussed in the
CSWPPP (URS, 2013).
8.1.1 Erosion and Sediment Control Measures
The following categories of the ESC measures, as detailed in the King County Erosion and Sediment
Control Standards (ESCS) and in compliance with the FOD requirements,will be incorporated into the
design and construction of the project:
• Clearing Limits—Clearing limits will be installed at the edges of all critical area buffers. '
• Cover Measures—Permanent cover measures in the form of placing topsoil, seeding, and
mulching will be provided to protect all areas to be converted to grass areas. Permanent
landscaped areas will receive topsoil, mulch,and permanent vegetation. Plastic sheeting may be
used to cover stockpiles and slopes during construction.
� Perimeter Protection—Perimeter protection to filter sediment from sheetwash will be locatcd
downslope of all disturbed areas and will be installed prior to upslope grading. Perimeter
protection includes measures such as silt fences, fiber rolls, sand/gravel barriers,brush or rock
filters and other methods. Perimeter protection will be provided by the combination of catch
basin inserts and fiber rolls that are downgradient of planned disturbed areas.
• Traffic Area Stabilization—In general,unsurfaced entrances, roads, and parking areas used b}
construction traffic will be stabilized to minimize erosion and tracking of sediment off site.
Stabilized construction entrances will be installed as the first step in clearing and grading, if
required. The existing site is paved and the entrances to the site are paved.
�� June 2013
i i
� Sediment Retention—Protection of catch basins will be conducted using catch basin inserts
installed at inlets that are likely to be impacted by sediment generated by the project. Sediment
retention facilities will be installed prior to grading of contributing area. Existing and newly
placed catch basin inserts will be placed during construction phasing to keep silt from entering
the storm drainage system. They will be inspected frequently and cleaned out or replaced as
needed to maintain their performance.
• Surface Water Collection—Surface water from disturbed areas will be intercepted by catch basins
with inserts. The sediment traps will be one of the first BMPs installed and once installed��ill be
' used to provide treatment of construction stormwater. If required to meet surface water discharge
standards, stormwater collected in a catch basin will be pumped to a Baker Tank for settlement.
A sand filtration system may be used if needed to filter site stormwater prior to discharge. If the
detention system is used as a BMP during construction, it will be cleaned prior to commissioning.
• Dewatering Control—Excess water from excavations will be pumped as required to complete I�
construction. If dewatering occurs from areas where the water has come in contact with new
concrete, such as tanks,vaults, or foundations,the pH of the water must be monitored and must ',
be neutralized prior to discharge. Water from excavations will be monitored also for turbidity I
and if turbidity exceeds surface water discharge standards, the water will be disposed of offsite or
treated prior to discharge to the storm drain.
• Dust Control—Preventative measures to minimize the wind transport of soil will be addressed by
the use of a vacuum sweeper. A water truck capable of spraying water may be used to control
dust.
8.1.2 ESC Performance and Compliance Provisions
The minimum performance required of the ESC will be identified in the CSWPPP and address the
following issues:
• ESC Performance—ESC measures will be inspected regularly and following storms to evaluate
their performance.
• Flexible Compliance—Following inspection, if a BMP is found to be ineffective in controlling
erosion or sediment, it will be replaced, repaired, and expanded as needed to effectively manage
erosion and sediment within the site.
• Roads and Utilities Compliance—Vehicles leaving the site will be clean and will not track soil or
debris onto public roads. Frequent sweeping of the project site will be needed.
• Alternative and Experimental Measures—the proposed work is fairly common as far as
construction in King County goes;therefore, no experimental measures are anticipated.
8.1.3 ESC Implementation Requirements
The project«�ill identify, install, and maintain required ESC measures consistent with the following
requirements:
• TESC Plan.
• Wet Season Construction.
• Construction within Critical Area Buffers, if applicable.
• Maintenance.
�5 June 2013
� Final Stabilization.
• Consideration for Other Required Permits.
8.2 PART B—SPILL PLA�1 DESIGN
The contractor's work will be performed in accordance with the requirements of a Spill Prevention Plan,
to be submitted by the contractor. Addressing spill pre��ention is also a requirement of the S��'PPP. ,
9.0 BOND QUANTITIES, FACILITY SUNIl�iARIES,Ai\D DECLARATIO\ OF COVEnAVT ,I
The Bond uanti Worksheet is rovided in A endix C. I
Q tY P PP
A Declaration of Covenant for the Privately Maintained Flow Control,Water Quality Treatment Facilities ��i
and Flo«-Control BMPs is in process.
10.0 OPERATIO�VS A.'�1D 1�Z�INTEI�ANCE NiANUAL
Properly maintained drainage facilities, water quality treatment systems, and flow control BMPs are '
important in prolonging the life of the facility as���ell as its effectiveness in managing stormwater and
providing treatment.
Drainage facilities onsite will be privately maintained in accordance with SWDM Appendix A:
Maintenance Requirements for Flow Control, Conveyance and WQ Facilities and BMP Info Sheet 7 from
the SPPM in Appendix b(King County, 2009a). Drainage facilities will be inspected quarterly for
sediment and debris accumulation and overall condition. Based on the condition of the facility during the
quarterly inspection,repairs and cleaning will be conducted as needed. Inspection and cleaning will be
conducted annually.
Operation and maintenance requirements and observation instructions for the drainage facilities onsite are
presented on the following pages. These are referenced from SWDM Appendix A.
tF June 2013
.-1PPE'��I.l".a �L-\I\TEV.��CE REQLIRE�fE�TS FOR FLU�C CO\^fROL.CO'�ZEI:�VCE..�\�D\�"Q F_�CILITIES
NO. 3—DETENTION TANKS AND VAULTS
I Maintenance Defect or Problem � Conditions When Maintenance is Needed Results Expected When
�I Component Maintenance is Pertormed
� Site Tresh and debris Any trosh and debris..hich exceed 1 cubic foot Trash and debris cleared from site.
per t.000 square feet fthis is about equal to the
amount oi trash it��:ould take to fill up one
standard size office garbage can>. In general.
there should be no visual evidence of dumping.
Noxious�veeds Any nozious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel w the removed according to applicable
public. regulations. No danger of noxious
vegetation�vhere County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Aiaterials removed and disposed of
pollution as oil.gasoline.concrete slurries or paint. according to applicable reguiations.
Source control BMPs implemented ii
appropriate. No contaminants
present other than a suAace oil fflm.
Grass'groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mo�n�ed to a
height. height no greater than 6 inches.
Tank or Vault Trash and debris Any tresh and debris accumulated in vault or tank No trash or debris in vault.
Storage Area (includes fioatables and non-floatables�. i
Sediment Accumulated sediment depth exceeds 10°ro oi the Ali sediment removed irom storage ,
accumulation diameter ot the storege area far l;length of area. '
storage vault or any poiM depth exceeds 15°jo ot ',
diameter. Example:72-inch storage tank would
require cleaning�+hen sediment reaches depth of �
7 inches for more than'-i length of tank.
Tank Structure Plugged air vent Any blockage oi the vent. Tank or vautt freely vents.
Tank bent out of Any part oT tanw`pipe is bent out oi shape more Tank repaired or replaced to design. j
shape than 10?�0 ot its design shape. i
Gaps bef�ieen A gap•uider than'�rinch at the joint oi any tank No w�ater or soil entering tank
sections.damaged sections or any evidence of soil particles entering through joints or walls.
joints or cracks or the tank at a joint or through a�nali.
tears in wall
'✓autt Structure Damage to�•�all. Cracks.Vider than',4-inch.any evidence oT soil Vault is sealed and structurally
frame.bottom,and;or entenng the struclure through cracks or qualmed sound.
top slab inspection personnel detertnines that the vault is
not structuraily sound.
Inlet/Outlet Pipes Sediment Sediment filling 20°0 or more oi the pipe. Inlet,outlet pipes clear of sediment. I
accumulatio�
Trash and debris Trash and debris accumulated in inietoutlet No tresh or debris in pipes.
pipes jincludes floatables and non-floatablesl.
Damaged Crecks:,ider than?z-inch at the joint ot the No crecks more than'h-inch w�de at
inleVoutlet pipes or any evidence of soil entering ihe joint of the inle�outiet pipe.
at the joints of the inletoutlet pipes.
'009 Siaface��'atc�Desiau�fun�al—.-lppeudix.a 1 9'?009
.a-s
t� June 2013
aPPE\DLl.� �L�I\TE\_�\CE REQLZRE�[E\-f�FLOR"CO�TROL Cc7���E1�.��CE..�\D�\�Q F.�ICILITIES
NO. 3—DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Cond'Rions When Maintena�ce is Needed Results Ezpected When
Component Maintenance is Pertormed
Access Manhole Cover!lid not in place Cover.lid is missing or only partially in place Manhole access covered.
Any open manhole requires immediate
' maintenance.
Locking mechanism Mechanism cannot be opened by one A4echanism opens with proper tools.
not xrorking maintenance person vrAh proper tools.Bolts
cannot be seated Self-locking coverilid dces not
v:ork.
Cover:lid difficult to I One maintenance person cannot remove Cover;lid can be removed and
remove , covernid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs.misalignment.rust,or cracks. Ladder meets design standards.
Allows maintenance person saTe
access.
Large access Damaged or ditficult Large access doors or plates cannot be Replace or repair access door so it I
doorsiplate to open openediremoved using normal equipment. can opened as designed.
Gaps,doesn't cover Large access doors not ifat and/or access Doors close flat and covers access
completely opening not completely covered. opening completely,
I
� Lifting Rings missing. Lifting rings not capable oi lifling.^:eight of door Lifting rings suKcient to lift or
rusted or plate. remove door or plate.
I
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i--
I
�
�
�s June 2013
\PPf\lll\.\ A1:V\II\;�\�I RIc�I IRI\11\Itii��ItFLcril �i�\IR��I l�t\�"ll':\\lF_:\\U1\'t,�I:�liIlllls
NO. 5—CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Resutts Eupected YVhen
Component Maintenance is Performed
Structure Sediment Sediment exceeds 60%of the depih from the Sump of catch bas�n contains no
bottom of the catch basin to the invert of the sed�meM
lowest pipe into or out oi the catch basin or is
withm 6 mches of the invert of the lowest pipe
mto or out of the catch basm
Trash and debns Trash or debns of more than%cubic foot which No Trash or debris bloclung or
is located immediately m front of the catch basin potenUaliy blocking entrance to
opening or�s blocking capacity of the catch basin catch basin.
by more than t0�o.
Trash a debns in the catch bas�n that exceeds No trash or debns m the catch basin
'!�the depth from the bottom of basm to invert the
lowest pipe mto or out of the basin
Dead animals or vegetation that could generete No dead anfmals a vegetation
odors that couid cause complamts or dangerous present wfthin catch basm ',
gases�e.g.,methane). '
Deposits of garbage exceeding 1 cubic foot in No conddlon present which would i
volume attraci or support the breeding of ',
insects or rodents ',
Damage to freme Comer of frame extends more ihan'/.mch past Frame is even with curb. �
andla top slab curb face into the street Qf appllcable) I
Top slah has holes larger than 2 square inches or Top slab�s free of hGes and cracks ,
cradcs wWer than'G inch. I
Frame not s�ttmg fl�sh on top siab,i.e., Frame�s sitting flush on top slab-
separat�on oT more than'1,inch of the frame hom
the top slab
Cracks in walls a Gacks wider than%,Inch and longer than 3 teet. Catch basin is sealed and
botlom any evidence of soil part�des entermg catch strudurally sound �
basin through cracks.or mamtenance perso�
Judges that catch basin is unsound
Cracks wider than%:inch and longer than 1 foot No cracks more than�t.inch vnde at
at the�oint of any inlet'outlet pfpe or any evidence the�oint of inleVaNet pipe.
ot soil particles entenng pich basm through
cradcs
Settlemenv Catch basm has settled more than 1�nch or has Basm repiaced or repaired to design
misalignment rotated more than 2 inches out oi ahgnme�t. standards
Oamaged pipe joints Cracks wider than irinch at the joint of the No cracks more than'/.-inch Hnde at
fnleVoutlet pipes or any evidence ot soil entenng the�oint of inleUoutiet pipes,
the catch basm at the jomt oi the�nleUauUet
P�Pes
Contaminants and My evidence of contammants or pollu6on such Matenals removed ard disposed of
poluhon as oil,gasolme,concrete slumes or paint according to apphcable regulations
Source control BMPs implemented rf
appropnate No contaminants
present other than a surface oil film
InIeVOutlet Pipe Sedime�t Sed�ment fillmg 20°�4 or more of ihe pipe InleVoutlet p�pes clear of sediment
accumulation
Trash and debns Tresh and debns accumufated in iNeVoutlet No trash or debris m pipes
pipes�mcludes floatables and no�-floatablesl
Damaged Cradcs wider than%rinch at the jant of the No cracks more fhan'/,-inch wide at
inleUoutlet pipes or any evidence ot soil entering the�oint of the mleVoutlet pipe.
at the�oints oi the mleUoutiet pipes
?O�M)tiurCarr��:Ill'i I)l'�ILII�I:IIIU:lI-:�fl}ll'I1lI1X:� 1 '1_'iN�`)
�-��
l9 June 2013
,�PPi �I)I� :1 \t:1t�I I �:��cl kl�lt IRl�tt-�tti f[cri1 c�)\IRt1L_c'l)��•11'.��C f :1VU�4t,)1:1l II I I lt�
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Detect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is PeAormed
Metal Grates Unsafe grate opernng Grate with openmg wider than'/E inch Grate openmg meets des�gn
{Catch Basins) standards
Trash and debris Trash and debris that is blockfng more than 20% Grate free of tresh and debns
of grate surface footnote to gwdehnes For disposal
Damaged or missing Grate miss�ng or broken member(s)oI Ihe grate Grate is m place and meets design
My open structure requires urgent standards
maintenance
Manhole CoverlLid Coverllid not in place Coverlhd is missing or only partially in place Cover/lid protects openmg to
Any open structure requires urgertt structure.
maintena�ce
Locking mechanism Mechan�sm cannot be opened by one Mechanlsm opens with proper toofs
Not Workfng maintenance person with proper tools Bolts
cannot be seated Self-lockmg coverAid does not
work.
Coverllid difficult to One maintenance person cannot remove Coverll�d can be removed and
Remove coverllid after applymg SO Ibs of hft remstalled by one maintenance
person
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'o June 2013
V'1'I \l)IS:� \t:�l\11\:�\CF KI�>I'IRI\fl\l ti 1��R I 1��\1"c��\I R��l_�c�\�'1 1':\\�I_:\\U 1�t�t:�111 l I71�
NO. 6—CONVEYANCE PIPES AND DITCHES
Maintenance Detect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Pe►formed
Pipes Sediment&debns Accumulated sediment or debns that exceeds Water flows freely through p�pes
accumulatwn 20°/of the diameter of the pipe
VegetatwNroots Vegetahon/roots that reduce free movement of Water flows freely through pipes
water through pipes
Contaminants and My ewdence of contammants a polluUon such Matenals removed and disposed of
poliutlon as al.gasoline,concrete slumes or paint according to applicable regulat�ons
Source controt BMPs implemented i(
appropnate No contaminants
present other than a surface oil film
Damage to protective Protective coating is damaged,rvst or corcosion P�pe repaired or replaced.
coadng or corrosion is weakeNng the structural mtegnty of any paA of
WPe.
Damaged Any dent that decreases the cross sectlon area of Pipe repaired or replaced
pipe by more than 20%or Is Aetermined to have
weakened strudural integnty of the pipe.
Drtches Trash and debriS Trash and debns exceeds 1 cub�c toot per 1,000 Trash and debns Geared from
square feet of ditch and slopes ditches.
Sed�ment Accumulated sediment that exceeds 20°/,of the DYtch cleaned/flushed of all sedlment
accumulation design depth. and debns so that it matches design
Nox�ous weeds Any noxaus or nwsance vegetation which may Noxaus and nwsance vegetatwn
, constitute a hazard to County personnel or the removed according to appllcable
puW�c regulafions No danger of noxious
vegeta6on where County personnel
or the publlc might normally be
Contaminants a�d Any evidence ot contaminants or pWiutan such Matenais removed and disposed of
pollution as oil,gasoline.concrete slumes or pamt according to applicable regulations
Saurce control BMPs implemented�f
appropnate No contaminants
present other than a surface oll film.
Vegetat�on Vegetation that reduces hee movement of water Water flows freery through ditches
ihrough drtches-
Erosion damage to Any erosion observed on a ditch slope. Slopes are not erodmg
slopes
Rock 6ning out of One layer or less of rock exists above native soil Replace rocks to deslgn standards
place or missmg�If area 5 square feet or more.a�y exposed native
Apphcable? sod
'�mv�url;ic�•1l:it�•r Ih,i__n\1:inu:il-,\��p�•nJi�.1 I `�:��nv
\-II
2� June 2013
\PI'I\"i>I\.� \f.\I�I I�.1�1 I Iti��I Iltl\if\I�1 I i�1\ c���I K�il_����\i 1'.\\CI.:\\I>\\t�I.�l Il I I II�
, NO. 11 —GROUNDS(LANDSCAPING)
� Maintenance Defect or Problem Conditions When Maintenance is Needed Results E�cpected When
�, Component Maintenance is Performed
Site Trash or htter Any trash and debris wh�ch exceed 1 cublc ioot Trash and detx�s cleared irom sde
� per 1.000 square feet(this�s about equal to Ihe
amount of tresh rt woufd take to fill up one
, standard s¢e office garbage can) In generoi.
there should be no visual ewdence of dumping
Nox�ous weeds Any noxious or nuisance vegetaUon which may Noxious and nwsance vegetation
' constitute a hazard to County personnei or the removed accordmg to applicable
pubhc regulabons No danger of noxious
vegetation where County personnel
w the public might normally be
Contaminanis and Any evidence of contaminants or popution such Matenafs removed and disposed of
pGlubon as oiL gasohne,co�crete slumes or paint accordmg to appiicabie regulatrons
Source conhd BMPs implemented if
appropnate No contammants
present other than a surface od film.
: Grass��groundcover Grass or groundcover exceeds 18�nches�n Grass a groundcover mowed to a
height he�ght no greater than 6 mches
Trees and Shrubs Hazard Any Uee or hmb of a tree�dentified as hav�ng a No hazard trees m faciliry
potential to fall and cause propeny Camage or
, threaten human life A hazard tree identified by
� a qualified arborist must be removed as soon
I as possible.
II Damaged Limbs or paRs of trees or shrubs that are spDt a Trees and shrubs wdh less than 5%
, Woken which aftect more than 25%of the total of total(oliage with sptit or broken
', foliage of the tree w shrub hmbs.
I Trees or shrubs that have been bbwn down a No blown down vegetation or
knocked over knocked over vegefation Trees or
shrubs free of In�ury
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leamng over.causing exposure adequately supported:dead or
of the roots dlseased trees removed
� •1?nn9 '_Uov Sutfair 1\'atcr Ik•.itn�tanual-:ippcndix r1
i-I6
?? June 2013
.\PPE�"DL\� \L3LVTE\.��CE REQLZRE�IE\-IS FLO\i CO\TROL.CO:���I-.��CE._�.'�D��Q F.�CILITIES
NO.21 —STORMFILTER(CARTRIDGE TYPE)
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Pertormed
Site Trash and debris Any trash or debris r:hich impairs the function of Trash and debris removed from
the facility. facility.
Contaminants and Any evidence of contaminants or pollution such Matenals removed and disposed of
! pollution as oils.gaso�ine.concrete slurties or paint. according to applicable regulations.
, Source control BMPs implemented ii �
appropriate. No contaminants
present other than a suAace oii film.
Life cycle System has not been inspected for three years. � Facilrfy is re-inspected and any
needed maintenance pertormed.
�'ault Treatment Sediment on vault Greater than 2 inches of sediment. 'dauH is free of sediment.
Area floor
Sediment on top of Greater than'z inch of sediment. Vault is free of sedimeM.
cartridges
tvtuitipie scum lines Thick or multiple scum lines above top of Cause of plugging corrected.
above top of cartridges. Probably due io plugged canisters or canisters replaced ii necessary.
�
cartridges underdrain manrfold.
�, Vault Structure Damage to v+all. Crecks wider than',4-inch and any evidence of Vault replaced or repaired to design ',
Frame.Bottom,andlor soil particles entenng the structure through the specifications.
Top Slab cracks,or qualified inspection personnel i
determines the vault is not structurally sound.
Baffles damaged Baffles corroding.cracking:��arping.andror Repair or replace baffles to
sho:nng signs of failure as determined by , specification.
maintenance inspection person.
Filter Media Standing water in 9 inches or greater of static�++ater in the vault for No standing�+�ater in vault 24 hours
vault more than 24 hours follo�::ing a rein event and�or after a rain event.
overtlow occurs frequently. Probably due to
plugged filter media.underdrain or outlet pipe.
� Short circufting Fiov:s do not properly enter filter cartridges. Flo:�s go through fiiter media.
Underdrains and SedimenUdebris Underdrains or clean-outs partially plugged or Underdrains and clean-outs free ot
Clean-Outs filled v:ith sediment and�or debris. sediment and debris.
Inlet�0utlet Pipe � Sediment Sediment filling 20°0 or more of the pipe. Inlet%outlet pipes ciear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleU'outlet No trash or debris in pipes.
pipes finciudes floatables and non-floatables).
Damaged Cracks�.vider than��-inch at the joint of the No crecks more than'.-inch.vide at
� inleUoutlet pipes or any evidence of soil entering the joint of the iniet�outlet pipe.
at the joints of the inleUoutlet pipes.
j Access hlanhole Cover�lid not in place CoveUlid is missing or only partially in place. i Manhole access covered.
Any open manhole requires immediate
maintenance. I
Locking mechanism P.lechanism cannot be opened by one ' Mechanism opens�vith proper tools.
not working maintenance person r�ith proper tools.Bolts ,
, cannot be seated. Seli-locking cover4id does not �
I work. I
Cover.4id d�cult to One maintenance person cannot remove Cover.�lid can be removed and
I remove � cover.9id after applying 80 Ibs of litt. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs,misalignment.rust.or cracks. Ladtler meets design standards.
Allaxs maintenance person safe
access.
Large access ; Damaged or difficutt Large access doors or plates cannot be Replace or repair access door so it
doors plate ; to open openedjremoved using normal equipment. can opened as designed.
l 9?(�9 �009 Smface R ater Lksiai\1au��a1—.3ppendi�A
A-30
23 June 2013
_�PPE�`DIZ_� �L�I�iTEV.�1.'�CE REQtTRE\fE'_��TS FOR FLO�t"CO\TROL.CO\Z�1".1VCE.A.\�D R�Q F.3CILITIES
NO.21 —STORMFILTER(CARTRIDGE TYPE) I
� Maintenance Defect or Problem ' Condition When Maiatenance is Needed � Results Expected When
� Component Maintenance is Pertormed
; Gaps,doesn't cover ; Large access doors not flat andior access Doors close flat and cover access
; compietely ! opening not completely covered. opening completely. i�
I Lifting Rings missing. � Lifting rings not capable of lifting+veight ot door lifting rings sufficient to lift or
rusted j or plate. remove door or plate.
za June 2013
11.0 REFEREICES
City of Renton. Amendments to the King County Surface Water Design Manual. February 2010.
King County, Department of Natural Resources.King County, Washington. King Counrl�Sror�rnll�ates-
Pollution Prevention Manual(SPPMJ. January 2009a.
King County, Department of Natural Resources. King Counti�, i�'ashirzgton. SurTace u'ater Design
.�lanual(SWD1l�. January 2009b.
King County, Department of Natural Resourccs. Kir7g Courztl', T�ashingtof�. King Countt.'Runoff Tin�ie
Series(KCRTSj Model. January 2006.
Terracon Consultants, Inc. Geotechnical Engineering Report. Proposed Pharmacy *69744—Carr Road
& Benson Drive South, Renton,Washington. October 2012.
USDA Natural Resources Conservation Service. Soil Survey King County Area, V4'ashington. July 2012.
�� June 2013
i -
I�I\Ci COL'VT1". �1'ASHI\GTO\. SL�RFaCE �'�'.�TER DESICi� �[a\rt'AL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER ! DESCRIPTION
Project O•::ner The Velmeir Companies ' Projecc Name Velmeir Retail Pharmacy
Phone Nlayne Shores (248)318-0593 ; DDES Permit#
Address 5757 West Maple Rd. Location Totivnship 23N
West Bloomfield, MI 48322 Range 05E
Project Engineer John VerPlank Section 29
Company URS Corporation Site Address 10660 SE 176th St. Renton ,
Phone 616 574-8500
APP ATI P R VI RN P RMIT
Part 3 TYPE OF PERMIT LIC ON art 4 OTHE RE EWS D E S
❑ Landuse Services � ❑ DFW HPA ❑ Shoreline
Subdivison / Short Subd. i UPD Ivlanagement
❑ COE 404
� Building Services ❑ DOE Dam Safety '� Structural
M/F i Commerical ! SFR RockeryNaulV
i � Clearing and Grading I ❑ FEMA Floodplain
� ❑ ESA Section 7
❑ Right-of-Way Use ❑ COE Wetlands
❑ Other ❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Revie�� Full ,` Targeted � Type�circle onel: Full � Modified I
(circle): Large Site Small Site
Date(include revision Date(include revision
dates): dates):
Date of Final: Date of Final:
Part 6 ADJUSTMENT APPROVALS
Type(circle one): Standard i Complex � Preapplication / Experimental i Blanket
Description: lindude conditions in TIR Section 2)
�LDate of Approval:
'Op9 Siu2ace R'atc��De:i��Aiamial 1 �� =i���.�o ��
1
�I�'Ci COL'?�T1'. \�l'ASHI:�CiTO?�. SL RFACE \�V:�TER DESIG'_v AIA!�TL�:1L
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REDUIREMENTS
Monitoring Required: Yes No Describe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN I
Community Plan : Soos Creek li
Special District Overlays: I
Drainage Basin: Black River �
Stormvrater Requirements:
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS I
❑ River:Stream ❑ Steep Slope �
❑ Lake ❑ Erosion Hazard II
❑ Wetlands ❑ Landslide Hazard I
❑ Closed Depression ❑ Coal Mine Hazard
� Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
i ❑
Part 10 SOILS
Soil Type Slopes Erosion Potential �
Arents/Alderwood 2-9% low
; I
i
❑ High Ground:•:ater Table I�r�ithin 5 feet� ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
=p09 Smface��'ater Desimi Tfauual 1 9=009
_ 2
F�I`G COt"vT1'. l�':�SHI�cJTO�. SI�RF.-10E R'aTER DESIG` n1�vl'_�L
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
I REFERENCE LIMITATION �SITE CONSTRAINT
� 0 Core 2—Offsite Analysis
❑ SensidvefCritical Areas
� SEPA
❑ Other
❑
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (prov�de one TIR Summary Sheet per Threshold Discher e Area)
Threshold Discharge Area:
(name or descri tion)
Core Requirements(a118 apply)
Dischar e at Natural Location Number of Natural Dischar e Locations: �
Offsite Analysis �evel� 1 2 r 3 dated:
Flo�.v Control "Forested° Level: 1 2 � 3 or Exemption Number
incl.facilit summar sheet Small Site BMPs
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor:
Contact Phone:
After Hours Phone:
, Maintenance and Operation Responsibility: Pnvate Public
' If Private. Maintenance Lo R uired: Yes /No
Financial Guarantees and Provided: Yes / No
Liability
Water Dualiry Type: Basic Sens. Lake i Enhanced Basicm � Bog
(include facility summary sheet) or Exemption o.
Landsca e Mana ement Plan: Yes ! No
S ecial Re uirements as a licable
Area Specific Drainage Type: CDA� SDO/MDP-BP!LMP? Shared Fac.i None
Re uirements Name:
FloodplainlFlood�r�ay Delineation
Type: Major ; Minor � Exemption None
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Descnbe:
Source Control Describe landuse:
(comm.lindustrial landuse) Describe any structural controls:
=009 Surface�l'atc��De+►m��tanual 1 c, _�n�.,
_ ;
E�I\C; C c>T. \T�". `�\�.-��HI�<<Ti��. �i�F.F.�C E ',1 .-�TER C�E�l(,� �I_-��[".�L
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes No
Treatment BMP:
Maintenance Agreement: Yes - No
with whom?
Other Draina e Structures
Describe:
Part 13 EROSION AND SEDIMENT CONTROL REDUIREMENTS
MINiMUM ESC REQUIREIr1ENTS I MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
❑ Ciearing Limits � Stabilize Exposed Surfaces
0 Cover Measures 0 Remove and Restore Temporary ESC Facilities
X❑ Perimeter Protection 0 Clean and Remove All Silt and Debris, Ensure
0 Traffic Area Stabilization Operation of Permanent Facilities
� 0 Sediment Retention ❑ Flag Limits of SAO and open space
�� preservation areas
❑ Surface Water Collettion ❑ Other
� ❑ De�h�atering Control
' � Dust Control
❑ Flow Control
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facil' Summa and Sketch}
Flo�.v Control T e'Descri tion Water Qualit T e1Descri tion
� Detention ❑ Bioflltration
❑ Infiltration ❑ Wetpool
❑ Regional Facility i ❑ Media Filtration �
� ❑ Shared Faciliry I, ❑ Oil Control
,
�
' � Flow Control i ❑ Spill Control
BMPs
❑ Flo::Control BMPs '
❑ Other �
' 0 Other Contech Storm Filter(or EqUivalent)
,,,
=�j09 Siuface R'ater De�iQn�[amial 1 9_009
_ ;
I
�
F:IVG COL"`'T1'. �YASHINGTOA. St'RFa►CE �t'�TER DESIG�T '.tl1��71'AL
TECHNICAL INFORMATtON REPORT (TIR} WORKSHEET
Part 15 EASEMENTS/TRACTS PaR 16 STRUCTURAL ANAIYSIS
0 Drainago Eaa�ment ❑ Cast in Piace VauR
❑ Covenant ❑ Ratsining WaU
❑ Nativs Growth Protsction Covenent ❑ Rocicery>4'High ,
❑ Tract ❑ Structura�on Stesp Slope ',
❑ Other 0 Other ',
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER ,
I.or a civil engineer under my superv�s�on,have visited the site. Adual site conditions as observed wera ��
mcorporated into this Wo�lcsheet and the attached Technical Information RepoR. To the best of my ',
knowledge the informetion provided here is accurate. i
��,Gt�A . , c�l ��C,�i[_. �e $ 13 �3 II
_009 Surface Water Desi�►rlanual l 9'004
_ �
FIGURE 2:
SITE LOCATION MAP
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Legend
FIGURE 3 Existing Site Conditions Parcels
Structure
• Catchbasin-Typc 1
33O I , .. .��- �� ~-� � . Cetchbasin-Type1 L
� \ 5
��_^. . " I. � : ( , � _ ■ Concrete/Curb Inlel-Type 4
-- �• r� i�)'`�`��, - , � I I . Dro Inlel
.��� �, ��; 4•� ,, � �.,�. P
,. -=�i•.-a�� I� I �� �`jt�,i'15r��rdl �'�. � _� � ���� r- �, . Catchbasin-Type 2 MH
� i _ �� `� , � I t. ( `� �
~�J�.-•- ,� -- i1 �MMwr:. �* � `T � �� a AccesaRiser
�
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�
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---- - _ • .,*^.. r:
--- - _ '~��,� x -- ... . ,�r�,� +r . � O !`i� �il r UnknownStrucWre
. � � +573�' 4
� � - _ _ - �Y� �{�--- -. i �,f�f' � � . Catchbasin-Type 1
�- � �t
^,' - _ ;`�f . Catchbasfn-Type1L
�.���. - . - -� ' j� :�ti 'Y
' ,�;a�y.'M ., „ � f;�. � , � � � . Concrete/Curb Inlet-Type 4
'•-
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. �� � '��f } i � .
� � ��*� s �� � - � �' . CetChbasin-Type 2 MH
� I j�-�•
� • Fi"`
.,1 i �
. � :*� ;�7�2`�?��� �����}_ ; �a��. � . K .. Access Riser
I �"
� +� , �- y '� `t ;1� `�' �o, l -' _ �- , I '°�., � � � unua ve�ic
�� �
�, , - I � �.,.. ' � k ,'� �, ��, " ��� � � .. � �. 5' . Cleanout
� �
: . � � [.'� �� �� _ � + . '�i i� . ���� . Other
,t t � S. � � j��t,' �i ` � �,
,t .,,i.. t'�. yr. ,r.} � . � E�� ....... -
� � .,+Y � sc�� _ ,.� . /"'� 1 , Unknown Struclure
!�
�, + , � . � R '�� � � I Catchbasin-Type 1
4
,� - � '� � '� ' ���!, I ' � ` � � � -�.'��_��.i'I I�� Catchbasin-Type 2 MH
. �. • I
�'� ^.r� I ' ;�-+-..� '� 'i , _•���� �1_�� . � � I Control Structure
�. �,..1 � ,�� , ��'�� � � �" ""' ,�� � � �- � Renton Maintained
. f�� , . �� � ����'J ') � ,� � �I , � ■ I
�- � . , `. I �� � i � �I . + Privately Maintained
�r � i '
.y I R � � � ' .�� � I1� Y . w ti� i�� � Pump Station
�-; i � -
� t 'y�•in-'�'� ,,; �,�� , l � �, { • � '� �yt Outfall
'•� � � ,� '• � '; ' � �� � + Renton Mainlained OuBall
� �� +�i���` ��'` 5 �� d � � ' (��,
`J � �`, __ + Pnvately Maintained Oulfall
� `�-- � �I � . ;�� r����
� a� � ^��� � ,- '�i � !� .II� I I Fitting
„�,�� 1 s a j! 1 _� '� I. r ' ,p i .
�} O ' / , � �'. � . ++� � ��Q Intake
-- ... �c+ �'\�'`� �y t� � � . " ���P 'I� . Outtall �
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il �� C ��� � • ���
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Information TeChnolOgy-GIS This map is a user gener2ted static output from an Internet mapping site and �O� .
�07 0 54 ��7 Feet is for reference only.Data layers that appear on this map may or may not be Cl�'Of
RentonMapSupport@Rentonw2.gOv accurate,current,or otherwise reliable.
NAD 1983_HARN StatePlane Washington_ Fit73nCe& I��� nIVISI0I1
North FIPS 4601 12/08/2012 THIS MAP IS NOT TO BE USED FOR NAVIGATION
�
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N �V
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�
'� N1ap Scale�1:1,120'rf printed on A size(8.5"x 11"J sheeL a
� Meters �
� � 0 10 20 40 60 �
Feet
D 40 80 160 240
U,S�A Natural Resources Web Soil Survey 12/8/2012
� Conservation Service Zoi�Q�Osa�ii4���1vg�6ell�'p�e{ey8�ou Page 1 of 3
Soil Map—King County Area,Washington
FIGURE 4: SOILS
_ __ �
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) � Very Stony Spot Map Scale: 1:1,120 if printed on A size(8.5"X 11")sheet.
Area of Interest(AOI) � Wet Spot The soil surveys that comprise your AOI were mapped at 1:24,000.
Soils -
� Other Warnin Soil Ma ma not be valid at this scale.
Soil Map Units 9� P y
Special Line Features I
Special Point Features Gully Enlargement of maps beyond the scale of mapping can cause il
�� Blowout , misunderstanding of the detail of mapping and accuracy of soil line I
Short Steep Siope �� placement.The maps do not show the small areas of contrasting i
� Borrow Pit � � soils that could have been shown at a more detailed scale. i
n. Other ----
� Clay Spot
Polltical Features Please rely on the bar scale on each map sheet for accurate map
� Closed Depression � Cities measurements.
� Gravel Pit Water Features Source of Map: Natural Resources Conservation Service
.. Graveliy spot Streams and Canais Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: UTM Zone 10N NAD83
� Landfill Transportation
This product is generated from the USDA-NRCS certified data as of
ft �ava Flow +++ Rails the version date(s)listed below.
,�, Marsh or swamp � Interstate Highways Soil Survey Area: King County Area,Washington
x Mine or Quarry ---� US Routes Survey Area Data: Version 7,Jul 2,2012
p Miscellaneous Water Major Roads Date(s)aerial images were photographed: 7/24/2006
p Perennial water .v Local Roads The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
v Rock Outcrop imagery displayed on these maps.As a result,some minor shifting
+ Saline Spot of map unit boundaries may be evident.
Sandy Spot
= Severely Eroded Spot
� Sinkhole
� Slide or Slip
� Sodic Spot
_ Spoil Area
a Stony Spot
1isI�A Natural Resources Web Soil Survey 12/8/2012
�� Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map—King County Area,Washington FIGURE 4: SOILS
Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AgC Alderwood gravelly sandy loam,6 to 15 0.2 3.0%
percent slopes
AmC Arents,Alderwood material,6 to 15 percent 6.1 97.0%
slopes
Totals for Area of Interest 6.3 100.0%
USDA Natural Resources Web Soil Survey 12/8/2012
�� Conservation Service National Cooperative Soil Survey Page 3 of 3
�
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_ I ' - PBSED FASI - _ _ - �1
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� � _ � m�ee�r rtrtwr ltA1
�_ _. � rf• � p�RICINC REOUIRED: 32 I
. pMNING PRONDED:69 , so -`,
- �- - � - �II ` I � �
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VELMEIR RETAIL PHARMACY
SHEET INDEX
RENTON INASHINGTON CT.1 . . . . . . . . . . . . . . . . . TI'RESFfET
� 1 OF 1 . . . . . . . . . . . . . . . . ALTA/ACSM LAPO TffLE SURVEY
10712 SE CARR ROAD ��' � � � � � � � � � � � � � � � � � ��5
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a I C0.3 . . . . . . . . . . . . . . . . . TESC NOTES AFD DETA�S
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Ct9 . . . . . . . . . . . . . . . . . CONTECH DETALS
I ' Ct9A. . . . . . . . . . . . . . . . . CONTECH DETA�S
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APPLICANT: �6�
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I C29 . . . . . . . . . . . . . . . . . PLAN AND PROFLE
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C3.5 . . . . . . . . . . . . . . . . . DETALS-PUBLIC
C3.6 . . . . . . . . . . . . . . . . . STORMWATER PLAN-PUBLIC
_ LOCATION MAP C3.7 . . : : : . . : . . : : : : : : . STORMWATER PROFLES�UBLIC �
C3.8 . . . 174th PLAN & PROFLE
i C3.9 . . . . . . . . . . . . . . . . . WDOT STMDARD DETALS
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4:NTCA. WA 98Dl7 RENTOIr. WA 9804' �0 EO% .58039 l
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a.s.��.rx�-�.E sr..-rr.x++.v�tiE.m��sroz �,i_.o
� �� 15376
. RIN =373.60
� -� ,o�oF ,z•ow. 'Z'E�= 3'0.90 SITE UTILITIES LEGEND
-- :�` -' :� t2'W iE= 370.80
.., -�;�_�_ :�.�.� - : "� HDPE PIPE� 1.OS . . SEE STD. PlPNS 2D0.00. 126 LF OF 12'DN. RIM -379.37 � '-.
vit���_` � � ^- - HDPE PIPE O 4.OE 12�E�E= 376.J7 �. - �'�
�� �_�,,�_� ,�� zoa.00 t2•w iE=375.9a ALL PAVING AND TRENCH RESTORATION ` f�, '�. n�ar�Ho�_ •
�---� � sEe sm. wws 2oa.00, SHALL COMPLY WITH THE CIiY �F C�_ , -Z='_
cx_P Msvr,a.E '�-- °� --��'= ,; a� lF OF B'D4t 203.0o RENTON STANDA��3S «�n�r+c scaF ca-cH ansi�� ■
�- �._
� ` '.... ' . . � HpPE SiORM PIPE � ' � 0 � �
� � 3F' . -�- - ' O 4.75 -� 83 LF OF 6' \ RIM= 390.36
. .. � �` �`�� .� � �-(�J .. �UNOERDRPIN O 5.35 12'E IE=36825(IX) ��NObT O
� � 12'CULVERT END ' '� - _ _ I� � i . . - --152 LF OF 12'DIA. 12�W IE=388.10
SECTION WRFi - _ ��� �.. � � i -� . .. NDPE PiPE�8S SEE STD. PLANS 20. 7W�ST CATCH BASIN TOP 1'ALVE(WATER) �
RIPWIP, iE=370J0 --� . � � . 203.00 INTO NEW CURBIINE
� -� - � -- � - ' RRE NYDRANT ASSEMBCt � ��
.. - - �-�6"IE=380.40 237 LF OF 6�
. . .. .. .. .. .. •- . PERFORATED
. -�� � - � _ - "' - � UN�FRDRAIN 0 0.4E RIA1 =393.64 � UDLitt CRaSS�NG �
� . NUM�3=RE� NOTATION
w -- i 293 3c�_ ��-� r: , _.. '''•. ... 72"E IE= 391.59 ���
Z RIM = 377.46 . � V � _ � � ! . SEE STD. PLANS �
201.00,204.40,260.10
8' E IE= 374.56 � � _--� 1 - . WATER MAIN w
c�i B'S IE= 374.46 ' � ^ � �`� -�- �
�' SEE SN. Pl?1!S 200.DQ � RIA1 = 379.01 �--- _
� O - 33 LF OF 8'q0. WCfILE � SANITARY SEWFR ��
203.00 6'E IE= 376.50
a - - . � I � � 8'W IE= 37fi.01 - IRON PIPE O O.SZ
SEE 51�. PLANS 2D0.00, '� � UNOE4)RAIN -�c u�-
� - . f � � 203.00 � ST0R4 SEWER
_ � \ CONNECT TO EX.
. . � . � _ , �ATCH BAS�N,
ASSUMED IE=391 A2
�� �� `?� � U 1. ALL TEXT k FEATURES Sh+OWN SCREENED ARE
Ri� = 375.21 ''' °`' - C U � EXISTING. ALL STRUCTURES SNALL BE LOCATED
I ie5 LF oF e'Dv. �� � � IN RELATIDN TO THE PROPOSED IMPROVEMENTS �
�-� 6'N IE=372.a2 k\ �
I HOPE STORM PIGE 62 LF OF 8'D0. � �
e'E iE= 3n.a2 0 0.7z � � 2. UTILITIES SHOWN WERE EITHER FIELD LOCATED, OR I
��, 12'S IE= 372.32 HDPE S�OR4 PIPE � Q !� �
SEE STD.PLANS 201.00, fU7URE ROOF ORAIN A ���R . � �� �� TAKEN FROM EXIS7ING RECORD/DESIGN DRAWINGS & �
2o4.a0 I e'iE=317.33, ,- � /� ARE SHOWN ACCORDINGLY, THE CONTRACTOR SHALL I
� EXERCISE CAUTION & FlELD VERIFY RE�UIRE� LOCATIONS
PLACE CAP AT EN� ' O �� PR�OR TO ExCAVATION k CONSTRUCTION.
. 23 LF OF 12'D0. I PoIA = 380.96 �-�
HDPE STORM�PE 6"5 IE= 377.7t `�` '
O 1.Ox � 113 LF OF 8�DIA. 8'E IE= 376.18 f � RIM = 380.40
HOPE STORM PI7E 6'IE= 381.30 8'SE IE=377.50
I •3.2R 8"N iE=376.71 .
8'W IE=376.08 8'W IE=377.40
. . . SEE STD.PLANS , SEE ST�. PVNS
. F`E L I 200.30,203.00 ,, 2otoo, 2oa.aa
. .-.. I I I I - - � �URVEY BY.
, � sITfS 8 XIIL F•NCP2'ERpIG INC
�� } I �� �� 9f1 L��F 6� � 4d15 CPhTER STREEl
. _____�_. _
I � �� PERFORATED TACOYA FA 98609
_ . - I / 1TIE (253)«4-9048
\ UN�ERDRNN 6 O.SR r,ax (25a�t�a-ats3
. ... . � �I y� �JI x 97 lF OF 8"Dl0.
_ I \ �71 Lf OF 6'DIA. 1 BEKC�IIARK�
I \/ HDPE STORM PIPE HDPE STpRM PIPE . . . .. . . . . . --
122 Lf OF 8'Dl4 � 1 0 2.6X
. , ,
RIM=377.00 I 1� �3.85 HOPE S�ORN PIPE -- -' .
� .
12'E.I.E.= 370.18 12"IE=372.09 � • 1.OS __ _. - _ � 5�F OF 6' _ . . .._
� � UNDERDRPIN THRU
.. . � �� r, 1�i '�, WA11 9 S.OR = - . ._
�l_� � ��� - 1,
� 12'IE= 370J2 I �� 6�IE= 380J5
UNDERGROUND DEfENT10N SYSIEM SF1ALL BE CONTECH CMP f�P 1 ' - - �
(REFER TO CON�ECH P1ANS k DEfAILS SHEFfS C7.9 k C1.9AJ -� - ----� � ----u � R��_ �.� ; F.F.E. = 100.00 (ARCFi)
-VOL PRWIDED= 48,957 CFf -- u 6'E iE= 380.50
-ouner e�v.=a�o.iz --------- ---- I I a-r+w ie= 3eo.00 = 384.40 (CIVL)
eooF owvN corn+Ecr�oN
-TOP ELEV.=374.62 - _----- � SEE S�D.PUWS 200.30,
6'IE=380.40
� -SYSTEM IE= 369.62 6' � � ---- 20J.00 .
. REFER 70 CONTECH DETNLS ON�WJS � � �� --�- --- � � Z"(� i
-COORDIINTE WiTH ISLAND LIGHT POLE LOCATIONS `� � - • • q��AL �p ��o �i
-SHOP DRAHINGS SHALL BE SUBIAITTED TO EN(�NEER i ` -- • 16,270 Sf �I I I +1 � �r
- -- - • ...__ I . I 113LFpF6' i i
, - � - -- . _-� „� � �eFosnr�o : , U' NG C�fVSTRJ�i IOfJ, .A COf�TECH
RIM =374.65 +� - -- �r�Ess�,N�o�-�. -- Z°"`°�`°""��"`"�'"G' I � ""o�DRAM'° ,.� � -'���� � REPRESF NTATIV� MUST BE ON-SIT� AND
.�
8'w iE(Ex.)=372.26 i - - •�(REr�e ro CON�CH r' � PARKING REQUIRED. 41 I PROVI!�E �1 FINA�_ InSaEC i II�N OF TNE
SEE STo.Pv�Ns 201.00, ` pE7a�.5) • --__� PARKING PROVIDED: 69 ,
zoa.00 I ----- -, �=�a ���°�`` 1 DETENTION SYS?EP�4 A.ND FI�-RATION UNI?S
I� � 12'IE= 372.1 t I f � j
� � - - - ---- 25 LF OF 6'SOLID �
R6A=378.67 i � 175 LF OF fi' , I �
� 12'N IE=370.10 �,�' --_-- UPlDERDRWN 0 0.255 PERFORATEO � � �� :....� ... .
12'W IE=370.00 12'IE=370.12 UNDERDRNN 0 0.25X
� SEE STD. PlANS 201.OQ � pAVIJGHf INTO _ �__ 6" IE= 382.40 OW UN i I�
204.50 AND DETAIL ST4 -
RIPRAP. 6�IE= us '_° `o
. .�f� /�� 382.33 c� . ' � ��,,, }-, .
/�\' . - 26 LF OF 8'DIA - - �y µ7� ��..- -- �t.''. .
HDPE STORN PIPE - - PROPERI I LIILIL- : � + � � � p�� a i.��
^ I,
'J ST�RqFIITER STRUCTURE � ��SS i _ __ � � . s 6'IE=J82.84 ( � F _ �
� WITH CSF MEDIA T �. I 12'CULVERT END -- - �-_---�}.-_ " . �� � �i A F ,..
- =� � � -- � - .
RIIA -377.5 � -- �� _ SECTION(B 70 60.00)-- � " � � - � "" �--�
� "--
-- -�-_- --��.
12'E IE= 368.08 �� ITH PoPRAP iE 382.50 ' .� . ..- . . _ � z� _..
12'SW IE= 36628 ; 74 LF OF 12'DiA. HDPE ._ . � �� �-
� �� STORIA PIPE 0 O.SS '_--- ' ._i2'CULVERT ENO SEC110N : - �.� '
.�; .. , � --_ " .. .._ - - e�
� ' -"-- - 28 LF OF 12'D0. IBJ0.60.00)W1TH PoPRAP. - � -`...+� ^r�.�'. u "„�
FLARED END SEC�ON�.. -..- ' -�� _,__ , �' RIN=376.OD � � HDPE STORN PIPE ..!E= 383.00 �_ � j. � �---
iE=365..5 .- `�� .-=-- STORMFlLTER STRUCTURE 8'N IE=372.5 . ,- -_'..�.- �� 1.BR ... . �_ . �. .� ,c� .... � ----
see sto.P�nrrs - ALL PAVING AND TRENCH RESTO}�'i7TON - --- �
21 LF OF 12"DiA RCP � ' �.,,,,,-- .- WITH ZPG MEDIA ���201.00.204.40 - � '� --�-
PIPE�O.SS -;�-" ° RIM = 376.00 /�❑ }� StiALL COMPLY WITH THE C�TY O�= '
-' i2'e�e=3ee.9e _ -- -. S�-�!�I\�_ �U._-IS.E..,L76I� f2ENTON STANDARDS `x,' ' -
;:_ ,z•w ie=3ea.,e -- 25,837 ADT (2012�� �: __�_ _ ` ,�e. -
52 LF OF 12'DIA. HDPE \ . -�';`C'r� --- _._--.__.___� � . � - . ___ . � . . __.
�. _ ... _._ ---�..C,_.
- _ STORM PiPE 9 0.5b e'nu uN!^fivoc i) ;.55. _ -__- - r,_� .
, ' . RIA1= 375.20 (SOLID CWER) I I I � ' I I I I I I I :
12'E IE= 310.65(E%) �
RIM=369J0 � � . 12'NE IE= 365.97 �. - � �
12'E IE= 365.61 - � �p'w�E= 365.87
12'W IE= 365.51 �� �� SEE STD.PLNJS 201.D0, �
� - 20l.5p 51*rc 4ND NI�L � _ '�u^�wm^�.r °""
� - Ott OF RENTON �ONSTRUCTION PIAN R�VEW RES�BM�TTA_ JEV Od;14/t3 1"-30' "�O""nw, *� C3,/28j 1�
an oF RENTov ���+srRucnoN v�nrv�vEw?EsuEu�a_ �e� ae;�s;�3 �T ViV7 VELMEIR RETAIL PHARMACY
� C��tt OF RENTON ��?ISTRUCTIC�N PLAN R=V��EW?ESUEM`��_ JfJ aEi20,it3 °1"'"�� '�i �crt�xaMxn� UTILITY PLAN-SITE
' � Ctt OF RENTON �ONSTRUCTIINJ PLAN RMEW SU341TTPL E" 04;29,�13 �� -'AtUA1 +w+un�v.,s���.uoo °11�� -
K� SeaM�e.WA 9810�-3855 1 �. \
� xri�ocaov.r (IOfi)�.1!-])00 " •J
N0. REVISION BY DATE APPR ��?eJ �. � ,�
' �'�,� SffE GRADING LEGEND
� - ,� � �. ��-
. ,
�.: :c�ls. I
F _, - - - - ,r
-�-,.,�F 6-�. . GRAPHICSCALE SPC7 E�_EVAT�QN 9��!� HepP,SNT § V?lV= $ �Y
_� `,,
� . . 30 0 15 30 P_OW J�.REC"ION
�i,,. -i``-�� - � � WITH GRADE � MANHOLE •
_� �y _` � � SLOPE LABEI ClEANOUT �
\
'�`� -� ��`� � C i- 'I � T � � . \ SWAE/ORCM OR CATCh BASIN ■
�� . ; `i\ ', t � %/� i��-) � . ...- . . DIVERSION DITCH �� TEAIPORPRY EROS�ON
, � �
. ,. ...._ ', }� � ����`�` � i �T GRADE BR�K - CONTROL BV•NKET
� \\ '� ,, 1 -- � � ` �\\, coNroua une -900-
W � � .
� ,.. .. � -,. _ . " � �"• , P.NN2 F-P ar�t� .
'�' - .. �.�.F
Z ' - � �379 0 � 'f 1 �'�'• . -
�- - i��P-r.�.�. � � Pou , 3 ! . � �' . FCIf D R�e_
w IE�'.- � � �,tx , � � �- �2� % � ��- J�s,� � . FTe.E S�pt:t iC��O��OF�OJRB�� RV UTILI�"Y STRUC"URE
� , � ;, .
� '
0 , �.. . i - ; � . _..i a � 77•. TW=TOP 0�WALL
� �: ; ' ' - '-` � GU�=GJTTER RE�=R TO SPECIFICRTICNS
a �,.... I // /' � ,. �TM Sa � � �'�� ... .. G=GROJhG SPOT FOR CML,/cTA A4MEhITIES NS
. .�c � I , . '• . 39 1 � �', .
,r„ I � ____ , , ALL TEXT & FEATURES SHOWN
� -- --- �'";` � �,1
. ` ' I ___ � SCREENED ARE E%ISTING
�� '•� �
I I �--___ `
� � FIJTI�iE F�TAL �1 i,+� ��
+ ' o
� 3�55 � Ac. 79�.W t I � �
� F� n � � ,
I t � �/ � 1 `� ti� �
779. �
� , , � ' � � �� �j
�
gR / � �, ✓ \�
a�ss �.za ;' i.9Ras � �
� ����I �,e+i i� 3eo.00 ' TM /_, �n ,
ert `xZ. �
en t 1 oO _�
i� � 361.� � �
� � � �
� .� , � � ,,�/ � �/1 �� ��`. � �V� � � •
3T� �� �c �/ `� �^ .Q6 9
.a5 � �---, � � �{ ti
/ I � TENPORARY EROSION
3�� \ gR s� ` 3n.7r� il, �'� _-/ ! �� ' x2.7� '� .3ei.7s � �1 fAMROL BIPNKET,IYP.
��� � I � j cur � `• �.n g� /7ei. �aR i 7v6 ao
m l `�^ xa.�o '�1 rx
?tJ2C�� '.. ��.\ �.1P� g'N pMl .2S �1
�E... .. � 'V xos � '� �� reze� � � �so - � � �
�
Sn.s � ���, �zi 3 � � an c cur L�eis � /� � � � " � �
__.__. BR j�� � , . Wf - . . �I �J 9� ,
� 1 � ' _6x � � �CUf 1 ,` �' 1 .
775. \ i .� .1 , � I 1 ,�
CUI � � ti- 377 92 1 1 �35 I I 3 � 787.
]75 'r Pfi 2 . CUr �1 .Sx ��� � . _�'/ � �1 7N .
_ � � � �} � � ' 783.02 Y' l81. JBY.3B �
�gz 377.59� . .___���..� � �G�1f I - It 1's � �381.P6 � � � � �
. '�'� 777 � �.49TQ1� t__178.62 � 31 �� I� �,9� � / 1
G/! \
� 1 .� 37&16 � I p1T_ /� �.�;\ � ]Bl.t9��} � �' , � �i1 . ..
. . . ' . i �1y: a.6S GU� ( 3B0.T07 t �� 1 � J&S26 -- �'SBS.E6 � 1
- i 717Z8 .,iV 1 QR ,�&-• 78210 I Wf 7BJ.55 �p� l.f}i � �°'� .
1.. 1
'101J_ JC � � GUI�I � 1� / � �g117 CN9J �' JBJfi0�3&7.70 385.9� � � 1
„Fqy^ 11 ,�"r71'.��-.. 375.53 77fi2 / � � GU� � IXR
� �� �n. , � � �- aea.�� � �
� � � � S�s ss' a°°u � xzzi � 1 �
�, � ,�„ � , r,ur j � ca+c " �e4�o � �'
- � I 177.11 ^' � ___ _r I ! J 382.10 �.`A 78�.10 C011C Brt � 7985 � �'�
I � 1
ns� I sn'oa � � f�aeoos_��;'�� ,� � cac ca¢ �,,, 3� I � h _ i i �
� ii � �
� � fl�Y � ]Ba.�O J0.7.76I 4'- 1 �� �'�:.CA:.'.
7T7.13 ��� � WMC WIIL II� il �
va:�`�,�F i-�; � cur\ �, I � Pou,i2�� xsa� I ' I
aru q�,� ,.a�z -'- - 1 �sre o � `/ � W s� qET11L � � �� II �
.=a:E! F � I � RN - __�__ ` I .
38721� �6�27� S� ,H460�� 1 ) I� 4 �F.,,":
��t_ - J77.;K 37916_I__ �MY �ri . . .
J 1.71 Pc. - -�P?
', 'F __�._ '1� 7�PoM 381. �7 Z�:��,��G� i � . � , ... I8 .... �
� � � I
+� � II 3n�� � � �y�u ���ix;' � �"0 pARKING REOUIRED: 41 i � r �
�'� � �ne� an�o � cur �z9? i �ex.is �eh.w � , cowc PAftKING PROVIDED: 69 b� �,o
37{.6 0.R 1!1 I -}lqw GUf 1.00
RY 375.50 � , � 578.9,. � -,r--, �11! FFE•Y4.b ,8, � � , iW
CUr �. 1�777.71� � � %JB4.75 ��x� � 9f L I.00
" / Wf 579.62 � �_ IS
`�n '' i �, e� �.s���ezo� � � r,�ur�/�� rEMPoaMr FRoSbH ROW LINE � .ss
r � � 771.1 GU7 '.�--� '
� 38178 164.70 CONTROI BIANICfT.TYP. G
;I �� � �� '�& }� �� � �f.sx� cowc �� _
� 3762�6� �- m � ._1✓ }79.70 :$ �. �i .
h , gi XX
� 37fiY ' 1 776.T5� �', ��� ]91.1\ �` G�',� � _F
pw� �I Gu� , 1 � r �..
G 1 I
�� � 37� �R 1 776.00 ��'-�- � � � ��I l � -_ H SURVEY BY.
• i � � , �Rw / 3x � ��.�5 :0 ,� , ,- � � ORER'�" �_� I I I I I I I I �"�°�`�E � '�.8,5���
�_.-. ' � ,�� 0� 38Z. I ; /' ��9; ,��� ' �_'�� � �� '� � - � . . 7dCOYA IA HBfOfl A'C.
> > .,� �e � "I � � ,�•� ''-.y-- --�-1- ,, , r� ;' BARRER FREE NOTES 7ELE (259J«�-v��s
� � '' �'' r '� , -•� - � r ` � ,- , ' t ALL P�ESTRIAN FACLITES SHAl1 COhFOQiM rar Izssl s�s-as3
� � � _ -
' - TO TFIE LATEST AD.A STANDARDS.
` � � 2 ALL M.PFiOYENENTS SFiAII. BE BULT TO TFE eeNcx�ursx�
� ��; -
`' � ��+t _�- GRADES APO SLOPES SHOYYN ON THE PLANS.
_�"�.�. '� -""_... ' � ,� a` . `h�= � - _ FOR�,MAXMI�A CROSS SLOPE ON
� � IJ - ALL WALKWAYS MD IN ANY DRECTION N A
�` i;- ^ . - � _ a , ��' i -- ti �a;;c n ; BAFWER FFIEE PARKNG SPACE SWLLL BE t48.
�._�� a _ _ : . . ----. SE C�,RR RD. �.E._��6� - � - " �,X���� ���WA�WAYS � ,
"' � �- - - -}pr 9 7e� , - -- I SFIALL 8E t20.AAAX�AI.IM LON(�11ANAL S�OPES
-- �� i E•� MkhM� �
� _`_,_ �z __ ( �l}-- _ r _ _ aa cu�e aa�s � ee ttt. FF.E. = 100.00 (ARCH.)
�_
i���=- 25,837 ADT (20�2�_ ,.�_..
`�� " 384.40 (CIVIL)
���-!, ��_�-� _ - _
iiiiiiiiii � �
5�*Ts allo���_ ,,,"p°w,,,, 03j28i13
� �.._z�. ...rc��.�o
cn oF eENrov ccti�reucricn Pnrr RE,,�en ecs�eurr�_ �vi ce;',y,3 � � VELMEIR RETAIL PHARMACY
CTl'pF RENTON CCNSTRUCTiCh P_41J Rtv:E'h'FES�EMTT.:_ dV GB/05/11 °w'-� � rt[rtH aa�«[u GRADING PLAN-SITE o�..c
C�tt OF RENTON CCNSTRUCTICh P_4N REv�E'd'SLBMiTLs1 �f Oq/29/U q���", I i ��'""ti• 15p1��""" 5in'10° ^� 4
� ��KO �L�nv S�eM�.Wl 9l101-5655 'V
N0. REVISION BY DATE APPR �Zoe��b noo
�_v 9 �
c
W
�
Q
Z
w 4`�P�Pf D
COYER OVEk EN�—� �
a SECTION & PIa�NG � � �
PER CWENSION 0. �.i
1/2 DIA OR piA. �� ,-^�„
t' fi•' IAIN. ' �. j ;�ti: . .
� ', [
., � _.� -...,
1
'. I �
-_ �`.
NON-WOVEN GEOTE%�ILE - - t -
FAB�-C Wi�EDGES& �I -� -... - - s - -�� �.
ENDS TOED iM �2�41N. '�ivi<+ � "� �--T 2�p _
THiCK?OCK - - -
1Y=NGINEERED FlLL OR APPRGVFp-� LAYER - - :'Q�
NA?IVE SO�LS G7MPAC"ED TC 95�
NAX.DENSIiY. -2 TC +3R OMC / y' ��������� 12�DIAM. INLET
�--COMPACTED . �, �
Sl,'BGRlvE
MORiAR
8ED
C\�NA`� .
NOTES : GUT��PIPE CIA A �OU'LET E W �CR�J
1. STAI.DARD TRASH CRATE SHA��6E �2" 2' S 6' S
IN�_��pED ON ALL CJLV_RT END ` �
SECT:ONS. 15•: 2`• 5. 2�-6" 5� 6" 8'DIAAI.INLET
FEFEF. 'G PLANi F�R �BiTUM.-� 2. Dx,= 9'FOR 24'k LARGER END 18" 3' i 3' 7' FRAAIE k �•�\�
SPILLWAr LOC?."ICAS PAV'T G��
�-T'PE 1 CONG CURBII+G, G;�= 6"FOR 17'TO 2'° 24'� 4' 20' 4' B' . � �
�'� 1 FE�EF G C�E-AiL C3 EkG SECTIONS pi' S 25 9' '
�
i ll ll y '' � ?. D = CWA=f_R 0�PP= 35� 6' 30� _ 1�J `z' � ..
a
i i
� 6U8-DOWN.TrF.� r--FLOW � 12"DIAM.OUTLEf����� / .
� EACH SICE -- ---- � �� LN: � :�� 12'x8'TEE WfTH 8'RISFR
_ ; F 6� � —� STORM SYSTEM CULVERT
-- — — — --
� , (--eo aNDc�Reivc ST END SECl10N W/ RIP—RAP FiNisHeo cw�oe—., —t�v+E x
! r � V '
, ,�., x E"TH�CK-� � � VOT TO SC?LE REFER TO PLANS '•.,i GRATE(SOLID COVER)
RiM = 378.80
� RIP-FAP � � � $
RIP -
RAv �--- - _ __ -� . ... .
� - BAFFLE TO CONTROL �� �-����—GRADE ADJUSTMENT
r �"� ; ^� RINGS AS REO'D
4 0 �, -� ' .�� , ROATAB�ES z .
7 (5'NIN.)
.,..�,� MPNHOLE STEPS � �PRECAST ECCENTRIC CONE OR
�. 6.. �� �^ 3� �. 2._p, t' 6" � ��� O 1'-4'C C k , 5,.
O�EMN� � — FLAT TOP REDUCER (DEPEN�ANT
-•..° MR7(. 1'-6 FROM
iQ, �. PoM TO FlRST STEP(TYP) _.. �. UPON SURROUNDING GRADES)
SECTION B-B TOP OF PoSER 775.62
p�pN FlLL REA4VN!NG OPQJINGS � PRECAST CANCREfE
, , ,������ ' �'_'_�_' '_ ' MORTAR (�NSIDE g OUTJ � � ,..-. �� WJiHOIE SECTiON
_�T I _
;�_�,^ } _ �F '�.. �
r--TrFE 1 CONC. -�--- -. .. .
2, p„ 3. Q. 2. �.. � CURBiNG 6�. T� _. - i
j 7JB-DOHTJ O�=NING GUg-0OWh i � I '.48'9 ORIFICE IN 6' dd' i
DiAlENS�ON SHOWN �N '� - � I
UTI�IP'SH�ET IS TO TdE I A� � B"PoSER, SOLiD BOTTOMJ
� .��.�g x � y �E= 37�.72 ACCES���aNACE
CENTEF OF CFEYIN; � �-6 -- "�± �+
I i =� ��-BIT�MI'JOUS PA'JM=NT � IN DJT I?C ATE& GUALiTY FACILIT�J
o _ � _
B` _ � . i
� '�. I I �a _ - ._,� .y.� � �2'�NV= 370.12 � �� 12'INV= 370.12
� �, �� � � TaIC�_��EC���" --�, , � � � - �-'N'a_� FDC�TI�a6 .
� CU�3NG �' '-� "' � I .
��l � '� / E%CAVA710N FOR
ThiiCKE�E�CUkBING-= J g�� I �---FOOANG DRAIN SHALL STRUCTURE PER
� FO?S�LLW?r B` A�...I SECTION A-A 'tiR4P 6' CI0.FE?�O4P.TE�—J 9E SLOaED 70 DRAiN, 6•��E� ,�`. �, SPECIFICATIONS
_ CONC. BASE
'0'-��' LNDEkDkA�N PIPINC& REFER TO PLANS -� �
� GRAYE�Wi NON-1NOVEN COMPACTED CLEANOUT . ��6'OF 1'
6ECiEtTLE qA.STONE
SUBGRADE
pppNT yEyy 0.88'0 ORIfICE I SECTION A—A
TEE,
IE=370.12
CONCRETE CURB OPENING STORM SYSTEM OUTLET
�� �� sr WALL UNDERDRAIN CONTROL STRUCTI�tE
C4( 41 I U GRAVEL SPILLWAY nq ��,,--c,s�a�E ST4 �,oT-c scr��E
SC?LE �. 1;'2"' = t'-�"
s�`rs nr�� Hiu „o,a'„�ti-,,,"�?��,,,, � D3j28/13
�"` N%A
cm oF REVTor� �onsTeucnc�� P�,a e�view pFs�aurra, �e�, ca;ovia s� VELMEIR RETAIL PHARMACY
cm oF RENroH ��tisr�ucrioN a�nH pe+iEw�_<_uaurra_ :�� cs;zo�ia °"""� � NEIiH OCOMMELL DETAILS-SITE
CITY OF RENTON COhSTRUCTIGN �LAN RE'AEw SU3MIT"A� ET Cajyg�IJ DATU�d � iso�un a..,s�n.uaa
• K� S�oHi�.WA 96101-]fi55 �I .e'
� N0. REVISION BY DATE APPR �m `a""�'�'a' �������� � -
deJ 11 �
c
� �Jl�E4T ��� - _ _
..._..��- .. -
~ �� ._�-. � � � ��'�..r:� . � �—
-_�=.�'�-���� �'y�_��_ ..
�'n GRAPHICSCALF
�-- -� "--�---�T�^'- � , � 30 0 15 30
,� ......_._ �-:_`._;:.+�;. �, . \
„ - �,— A �
. � �:+ �\�, � � ��I� _ �
. � � ti � � , , ��
�, , �
� i �
� � �#
y �� - -+ .-�.� I �
^ � ,
�9;e'F��REI �� . � . � �' iBY�i;LE� . - _
- ,, �,�t, "' � , , _ ' �' • �;��Y_
w � � Nc;.-. � I( 36� ��/ ( h I ' i �� �� ��vcuH�p�aF �..,
¢ �
Z . r- / _ ',� I I PJt, Lz M' . .,
i.� � � � ��1T.
y ,.
��h�<. �� �.
O
a :t }� � C8�11 k f�12 ,
-+n.:� � � r AREA = 10584 SF ��
(D.24 AC) �
E��- � � � �
� �\ '• ��
I I � STUB _ � _
I I
L �T��r AREA 12983 SF �. � / ��
I �� „ ,_ (0.30 AC) �� � C
I � . ,� � ��
, � i � ! �` 4y� � �: � �
�� � � O�
\ � o
I ;;/� � � ;� •
Y� \ � --� CI�
I � � ,D `;� ' I �',,+' � \ � .
� -' , \ I �'�� � 1
6^ �, '
�\� \ +1��ARF�.A = t�05�3 SF C8�4 AREA = 12697 SF I •.\�',�,� \,I ��� �
� � (0.24 AC)
AREA = 7117 SF (0.29 AC)
� � � � i y (0.7 6 AC) — — �+ { . '� .
"� `�� _ - � I '� a
' � � �I , ''i %� I i � � I i � '1
y � ', � .
_ � � � j � � �� , �'�
, � 't � � +
�, �
r�', ' � � "- � '1 %� � � 1
'� ' I
, � � i .� �� 1
1 ' _ /" ` .
. _ . . .____.___.. ( 11 C 1 ��d� �I .� \ ��111 �, qe (11)
_ � , �� �'�, �r ,,, �,; � , __ ���� � `���;�' ,�'� ,
i % �,
� � � �� AREA = 5001 . .
i � , i � SF (0.11 AC) I � -
n__� . L—`� CB�z • �r �I � ,,1 II �
C8�9 - � AREA = 15387 SF . I �T�' 1 �
'".^.`. AREA = 38�3 SF •�
I (0.35 AC) i 16,270 sf I ' +i
(o.a9 ac) I 1� r ' m«cm���G� � I •, x / _ r i� 5
+I �, � •I I 1 1 � ?- � PARKING REOUIRE�: 41 II � �' I I� � I I
( J � � r } PARKING PROVIDED: 69 �'� �' ��' I i I I
) ./ I � l � � �sc-��o � I
�
� � � e�c '
��� 4 I. I�T' � AREA = 16273 SF I �� . .
� --- - --- - ro.3� A�, 'J
'� ow ur+E � ��
I; $ ,� �j '� � (
h � : � --
�i�Ei ` ^ i •-Vi�� CULVERT � , (. ,..�
� I `� AREA = 8469 SF � � .�I .- _`P��
F. � (0.19 AC) � .. _..
� .��. l� , Row 1 � ,; �•�.,J — Pf�O ER'�Y��•���_' -- � M��. .
_ , � .�.e - ��
� ,
'� i ��;
, I� ,0- $� � � I � I I I � j � SUR�Y BY
—� , �
�B � _
a —
s` ', ,. ,a �I ;�- ,:- �, .. .� �
_ _ - �—�--
, AR 4 —r
EA 95fi SF —,��� . sms r euu.encu�erivc iHc
1
- ->
' � �'� i ;�22 4C; — — - � � /e�s csrners sraeer
. T.K'OYA ►A 9B/09
`�. I � 1 / _ �, � • , isu lz53J�)�-s<�s
. � �' :' , ' ' �
T . . —i fAX /i
l6 0153
- v,._ •. �� `.�fCUlv • _�
. . _ �4i�� '._... ......_i I •.' ' a .....
. I . . . `P4i.� - . --� BENCNYARH/
. . � � ` i L-i,i
." � . ' , . . � ._— . .. , . ,.
� � �
�-%� _ %� . - � t__�
_ _ �
I�, i ' �. , . �- ' ' ,. . -
_ �: , . — SE CARR RD. �5.�,-_�E�� � __ �.�M�3�a�3�,��_
�.-� — . _ , -— - — _ -
_ � �--�
— '� � . � ` 25,837 ADT (LO�L�- — E-}s ,.
�,�_ -, _F.,���, ��_ - .. .. ;------ :. F ,
� �ce�s��-�• , _ _- ,
;�'� ��rca�carc�a.s�v�%—' ' FF.E. = 100.00 (ARCH.)
� — � �W�'�'r ' � � � � � � � � � � � � = 384.40 (CIVIL)
eia �_. ,a _
_ - s -_
' STTS AND MILL w�u`Oiw/��� ' '
� i'=30' - -
cm oF aevroN���tis-F�cncm a,nr�aaew REs�euirra� :ev CB/05%I} � � � VELMEIR RETAIL PHARMACY
cm oF eetiror+���seucncti cv,��zEVEw?Es�suitra� ' ,[v ee/2o;i3 ""�'�, NbTM OLOMMELL STORMWATER PLAN-SITE
Cltt 0�REtiiptl��JM1S'kUCT10N PLqN REViEW SU9UfT�AL Ef Oa�29/I} a N—1 CA"�_': iw+�M w.s,iw i�oo r�.
� ..aoc +u..�,a. s.am..w�ae�oi-.wes �� �
N0. REVISION BY DATE APPR ��, (�06)�'1°-='0° .m. s;�
2
Sta,on
0+00 1+00 1+20 noRMFi�r�R srnuclur� Station
PROPOSED GROUN RIM = 376.002
suRFnee 38 iz'e ie= asese 0+00 1+00 2+00 2+36
_ .._ ._. .. _... .._.._ 12'W IE= 369.18
38 E%t5T1NG GROUND 380 �u= 378.80 RIM= 37521 .. ....--.. ... . .-. . .-. . 392.5
SURFACE 12'N iE= 370.10
RIM = 37520 .-.. . . . . 1 377.5 12'W IE=370.00 39 8'N iE= 372.42 RIM=377.46 390
12' E IE=370.65(EX � - - ; ` i 1 SEE STD. PLANS 201.00, 8'E IE=372.42 8�E IE=374.56
) � ', 9'S IE=372.32 PROPOSED GROUND g'S IE=374.46 � �
1YS201 00,20`4�.+50 I.� . . f _. . I � 375.0 204.50 AN� �ETNL ST4 . . ... . SURFACE SEE SfD.PLANS ---�-� 387.5 RIM = 379.0� .
�SEE STD.PLANS
1 � 372.5 201.00,204.�0 IXISTING 6ROUND 200.D0,203.00 � 6"E IE=376.
�I� - - - - + �------._._ � . 385. 8'W IE=376.
12'W IE- 366.6�37 I I UG DETENTION -�-----. ....��RF� - - - - SEE ST�.PLAN
p SYSTEAI ... - -- i . .._ . 2.5 200.00�203AC
w - -- �� - �i � `
a _ _ �_ 3szs 38 � 380
� 0
z
w �� ' NrFrN#� I
�, o - ---t...y-. 8•y� 365.0 S70RNFlLTER STRUCTURE � �I 377.5
RIA� = 377.SD I 1
a iE=364.53 12'E IE= 368.08 ��.
-- 362.5 --....
54 LF�F 12'�IA.HDPE 12�SW IE= 366.28 �� �� --- � -------- - 375.0
STORM PIPE 0 0.4x � I
36 360 e 3�z.s
0+00 1+001+20 L
37 370
185 lF OF B'DIA
MH#1 - DET SYS PROFILE "°��oR� P'PE 3, �F aF e° o�a 36�s
�OJS HOGE STORM PIPE
. _ ��_ . . __ .. ------- - O 4.75 � 365.D
. - .. . .-. 362.5
36 36a
0+00 1+00 2+00 2+36
CB#3 -CB#12 PROFILE
�
station
0+00 1+00 2+00 3+00 4+Q0 4+20 pROPOSE� GROUND I
StdtlOfl SURFACE .
. . ._. .--. . .....__._.... . - i 02.5 ��-�� �t ��li
StOtlOfl E%ISTING GROUND ��
40 , 00 0+00 1+00 1+54 3 S suRFAce
PROPOSED MODULAR �
. - ..- . - . -. . PoM -380.96 - . . . . 397 BLOCN RETNNING ' � 38 0 RiY = 376.00 ���.
6'S IE 377Ji � W'� RIM = 380.96
8'E IE 376.18 . ...i. RIM= 380.40 - -..___-.- 395.0 , ..... 6'S IE= 377.71 ' PROPOSEO GROUND 392.5 B'N IE= 372.5 '.
6'N IE- 376.71 PROPOSm GROl1ND 8'SE IE= 377.50 SURFACE SEE 57�. PlNJS
PoIA - 383.00 8'E IE= 376.18 _
377.5 pp1.00,204.40, 260.1D
SURFACE 8'W iE- 377.10 39
. __ 8'W IE=376.08 __.,_.. - 392. 6'E IE- 380.50 8'N IE= J76J1 r E%ISTING GRDUNO
--- --- -- ---._._._.. SEE SfD.PLANS �� - I SURFACE �� 375.0
SEE STD. PLANS IXSTING GROUND B'W IE= 776.08
RIN= 375.21 201.00,204.40 8�NW IE=380.00
200.00, 203.00 SURFACE -- � � SEE STD.PLANS - 1 ----�- 387.5
39 B-N IE=372.42 � Q SEE 4D. PIANS 20D.00,203.00 - - -- - � 3725 �
'... 8'E IE=372.42 - � 200.00, 203.00
�2'S IE= 372.32 - . -- - ..,,---- - .... . . 385.0 ��..
. . . ._.. ---;. ._.SEE STD.PVNS ._._.----- .. . . � _ .. . 87.5 •• �
zo+.00,2oa.ao - - - � _ - � I 3az.s 37 370
---
'---_.. _ ..� . ... . ..... _... � 385.0 ��'� .
, � -- - � UG DETENT�ON 367.5
__ _ _ _ , 38 380 ssrEu
�� 3a2s
I �`., 365.0
'38 J E-w3 826 � ' 380 � � ------- . ._ `� --- - 6'IE= T80.40 � 377.5 362.5
- 375.0
... ��-� .. . . . �.. 377.5 ._...--.8'iE= 377.33, 36 360
. . � � PIACE CAP AT 71 LF OF 6'DIA
EN� -----HOPE STOF2M PIPE 3�Z.5 0+�0 0+46
- J� __... . 6'x8'WYE CONN, } 375.0 � 3� 26 LF OF 8'DIA
6'IE= 378.94 � 37 370 SOIID HDPE SrOFtM
I PIPE�2.OS
�� . .. .. . 122 LF OF 8"DIA i .. .. HOPE STORH PI E 3�2.5 62 LF OF 6'OIA.
� � ��� � 0 z DRIA PIPE i @ 2.6z HDPE STORM PIPE _ . . � 367.5
37 370 � �o� Station
._.... . __ ......, _-r- 365.0
__ _ „3�F oF s•ou 3e�s CB7 TO DETENTION BASIN
23 LF OF 12'DW. HOPE STORM PIPE .- �--- � ....._ �__ .... . . � 362.5
... _---. . ._ m 3176 � �-- � --� - 365.0 �
�PEO�TORIA PIPE ...' � 36 360
. . . . . . . . . _ .. 362.5 Di-�� �+�Q �+�J'�
. � BBNCHtl1RK/
3 0+00 �+o0 2+00 3+00 4+00 4+20� STUB - BLDG PROFILE �
CB#2 -CB#6 PROFI LE PLAN&PROFILE ' S'��'''et`
S,��,�,�,a�A��,�,���� F.F.E. = 100.00 (ARG-L)
S��S 1815 C6NR'R STRESI'
HORIZONTAL: 1'= 30' rnroiu IIA eB109 . 384.40 (GVIL)
TF/s (253J d'!<-9N9
i V���: 1�= 6� FAX (253)I]s-0153
SfT'S AND HIL_ y'�y^����p� � 'J3%��3%�.'.
CITY OF RE^fiON �7,P.STRUCTIGN °LAN REVIEW '��SUB�ITiAL JEV �8;'C5;'"3
� � �� \ VELMEIR RETAIL PHARMACY
a^r o�aeNror� ��n�rRucno�� =�v P�view eEsuaMin�� �Ev �,oi�o;3 """'� � NbTH OCOWIELL STORM PROFILES-SITE
CITY 0=RENTON �CN�TRUCTGN =LAN RE'JIEW SJBMi"TA_ ET ;r4/29j�3 ��ATJM isai+m a..s�n.��oa � p
KO Sw�f��,WA 96�01-3655 U
� N0. REVISION BY DATE APPR - ��� (xos)aae-z�oo v ,
�-y 13�
RIM = 373.fi0 '�
t 2'E iE= 370.90 r �. il �-_f_Z
10 LF OF 12'D14 12'W iE= 370.80
?�,� -`� _ � HOPE PiPE 0 1.Ox SEE STO. PtANS 200.00. 126 lF OF 12'OLl RMI =379.37
-�_����� � 12'E IE= 376.37 �����
203.0o HD�E PIPE 0 4.OS ALL PAVING AND TRENCH RESTORATION
� --_�^ ti 'y., I 1 2'W I E= 3 7 5.9 4 � 0 � �
,� -= - see sTo. Pva+s zoo.oa, SHALL COMPLY WITH THE CITY OF SITE UTILITIES LEGEND
� .'�_ - 2oa.00 RENTON STANDA��S
� / �
{- � PoA1 = 390.36 A1N�H�LE �
� • t` ,,.. . �L � � �� ( T 12'E IE=388.25(IX)
■
12'CUIVERT END . � e.. " � I� I � . . -- 152 LF 0� 12'DIA 12'W IE= 388.10 CFT�H EFS�N
SECTION WRM . - "� -� 'S� . . HDPE PoPE 0 85 SEE STD. PLANS 2 . IYAST CATCH flASIN TOP
PoPRFP,iE= 370.70 � � p03.00 INTO NEY1 CURBLINE p,fqNp�' ❑�
. .� . _ . YA�VE fWATERI �
' .....
Q .-- :.:• -,��FEBa� .. 1 A�-'-_... -' y � ' . R2'E E9339t.59 F�RE NYDRkNT/55EM8L�� � �Y
Z � t tr.. � � ._.�. �----_..` . .. . r SEE STD.PLPNS
v ;j 1.1�. . .. __ � . za�.00�zo4.I0� 260.10 uTIL�n�eCssiNc ��;
o '� � � _ � ._ - .-___ ,. . i - . NJAIB�REC N0T4TGN �
_ _,__
a ..� w;�.... --- 33 LF OF 8�DiA. DUCTI�E ...
-c I _ IRON PIPE O O.5S WAT�P 1�0.N ,�
.. . . . . I- - ' \ CON C^TO E%. SAI+I'�Fr SE'hE? -�
- .. . I � CA7CH BlSIN,
0.SSUME� IE= 391.�2 uNDERGRA�N -�o �_o-
FUTIiiE RETAL o�J'� v� SiORu S_WE?
� � ��' � � 1. ALL TEKf h FEATURES SHOWN SCREENEO ARE
� 1 ��� �'� �� EXISTING. ALL STRUCTURES SHALL BE LOCATED
I � �{', IN RElATION TO THE PROPOSED IMPROVEA�ENTS
� \ p CS' /`/ 2. UTILITIES SHOWN WERE EiTHER FlELD LOCATED, OR
I �_� � n TAKEN fROM El(�STING RECORO/DESIGN DR/+WINGS k
-/ V ' ARE SHOWN ACCORDINGLY, THE CONTRACTOR SHALL
� � I � � �\ ' EXERCISE CAUTION & FiELD VERIFY REQUIRED LOCATiONS
PRiOR TO EXCAVATION dc CONSTRUCTION.
�� �1, �
�.1,� _ i X 1 �,��,
_ _( - i ,'' '� 1` 1
� i I�I 1 X 1 � 1,� r''� ' � -�-=----•^-
--- j�; ` 1 �� � � -� �
, �
, ,�
♦ ' � �
, , � , , ,
, � -- 1 � � � �..�.�...v.. _ -
� �� -
------- ; _ -- � +
a rd �=�a�nur ���• � �' 11 -. -
. ai ri ataC ! 0 1 l%�� �� � - � � 1 � . �- �.. ��� I
... E�'.EN_V.- I `I � � �� - __ . I 1 " , ., � trI4.�:� I � ie t .__��._._�. , F�
_ _-�- __ � � . ='i`h' , l�.�. � �
--�- '� � � - ,_....�. �
� , -� � I��
. ,
_ ;���
-- -� �
--- � --°� � I � ��, ___ _ _ _ ',,�,
�---- , - �.,, . -= ;.,;
i ---- � I �� h+'', -� ". s`' t.s -
FiETAL I � � �. � �:� _ •- - ....r.,..�.
,-_: e -- � 16,270 sf � i� -- , � . .._e..._
,. :..r5c rS.IdE�d,.�- - I _ �� _._ '"_�
z.'Y9DC9�;iN4� � I. --1�- 4..___�n' 7.71 Ac. � �'-I �� . � ' �.u.. •���
J ZOIEO�.fA1I1ERCYL M�NI�W � I � �. I �.
� �__- ry}- � PARKING REOUIRED: 41 I I � � I
I --- �-- PARKING PROVIDED: 69 I I � I�`I I � = - --- _` - r�
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z� �F or iz'a,�Rca -� s � � � ALL PAVING AND TRENCH RESTQf�I1�N '�
.�- � s SH;4Lt COMPLY WITH THE C�fiY Of'`'
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. -" . 12'NE IE= 365.97 '. . I I I I I I I � I I I I = 384.4� (�i VL�
PoA1= 369.70 . � 12'W iE 365.87 . .
12'E IE=365.61 � � SEE STD. PlANS 201.00. � � - �
-' 204.50 wc�
12'W IE=J65.51 sr-s nNo ti��_ 03/28/13
� � � -j� � � VELMEIR RETAIL PHARMACY I
cir oF RENTON covsre��-�ov Pur, R�n•_w eE sue�+�rc� JEY O6/20/7,7 "°'"�, i cF JM1, UTILITY PLAN-PUBLIC
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'� PoY x�_'- Gur �: i J82.70 . TEMPORARY EROS�ON
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_-- �sm�� rcH s+s�—�3—f I I I I ( I I I I I I I = 384.40 (qVL)
P 6 .'^ A
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SITTS AND�1LL�_ ,w iiy�w� �
� ,-_30' �o3i�ei =
� VELMEIR RETAIL PHARMACY
� �T � STORMWATER PLAN-PUBLIC "`
CIIY OF REN'CM CONSTRUCTION PLAN REVIEW SUBAfITTA Ef Oa/29j13 �� ^'-'h�
� �Ko ��. � C3.6
NO. REVIS�ON BY DATE APPR �� �, 34�
Station '�
Station 0+00 1+00 2+00 3+ 08 �
40 00
0+0� 1+00 I
. .. . . . ... . . - 397.5 ��.
RIM = 390.36 ��
RIA1 = 37520
a - � 382.5 ..- . . .. 12'E IE= 39825(EK) 395.0 "'.
Z 12'E IE=370.65( 12'W IE=J88.10 �
� lY NE iE=367.56 �E gp.q,y�g '�i
w .3$ 3 12'W IE=367.56 .___ - . . - 200.00�203.00 592.5 �',,
o SEE STp. PlWJS ���
a . ... 77.5 201.00.2D4.50 39 PoM = 379.37 � 3G�O �.
RM1=369J0 IX571NG C�FtOUND 12'E IE=376.37 �
E IE= 366.05 SURFACE ��Sm GROUND - ��
W IE=366.05 /� �� � 375.0 �RF� .. . . 12'W IE= 37594 ' � 3875 �
SEE STD.PIANS
END SECTION � . . 200.00,203.00
372.5 385.0
IE= 367.337 p 370 RIM = 373.60 _ _._ .
12'E�E= 770.80
i � 382.5
j I 12'W iE= 370.70 EX.8'WATERNNN.
� 367.5 3$ SEE STD. PUNS T�P= �3�� 38�
200.00.203.00
365.0 -�. -� 152 LF OF 8'W. 377.5
F OF 12'DIA � �� HDPE SfORM PIPE
'E STORM PIPE � 362.5 � 0 8x 375.0
• 1.O7G _ � � .
36 360 ��� �x.���r+oNe 3�zs ,
50 LF OF 12'D0. HDPE �,
SfDRM PiPE 0 0.45 � --� ... - �- 357.5 37 37� �.
..-----I�-- 355.0 12�CULVEfif END 126 Lf Of 12'DIA . .. _.. ..
------ 367.5
SEC710N WITH E%. 6'SW�TARY HDPE STORM PIPE .
�SEWER,IE= �366.00 0 4.Ox
352.5 RIPRAP,IE=37070 ------� � 365.0
10 LF OF 12'DUl .
35 3rJ� HDPE STORM PoPE 3625
0+00 1+00 0 �.oz
36 360
END SECTION - MH#1 PROFILE o+oo i+o0 2+00 3+ oa
END SECTION -CB#15 PROFILE I�
SURVEY BY
STlS t H!!1 PNGA'£BPINC ENC
tH15 CSNT6R STRS6R'
TACOYA IA 99/09
TEL£ (25J)t>t-9<�9
PAX (233J d�<-0153
BEFCHYARK!
PLAN&PROFILE
scties F.F.E. = 100.00 (ARCH.)
HomzaNrw: i'_ �o' = 384.40 (CIVIL)
VERfICA1 �. I' =6'
orc
STTS Pv0 rILL w�io/nn 03%2° '
P_• �'.=30'
�T � VELMEIR RETAIL PHARMACY
°""�. STORM PROFILES-PUBLIC :,�,�
CfI1'OF RENTON CONS'RLCTI.7N ��AN REVIEW SUBMITTA= Ef 0�/P9/73 . �� GPTU61 �
� ,,,�,m° �,�. C3.-
c N0. REVISION BY DATE APPR �E„ �� 35�
-
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APPENDIX A
DESIGN STORMWATER CALCULATIONS
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Appendix A - Calculations
1. Areas and Land Use
2. Peak Flows ,
3. Detention/Flow Control �I
4. Conveyance I
5. Water Quality '
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SECTION A-1
AREAS& LAND USE
Existing Site
Area�sf) Area(ac) Impervious Area
Pavement= 88,112 sf 2.02 ac
2.73 ac 983%
Building= 30,600 sf 0.70 ac
Landscape= 2,000 sf 0.05 ac 0.05 ac 1.7%
Total 120,712 sf 2.77 ac 2.77 ac 100.0%
Developed Site
Pharmacv Area(sf) Area ac
Pavement= 45,000 sf 1.03 ac
Building= 16,270 sf 0.37 ac
Grass/landscape= 11,630 sf o.27 ac
Total 72,900 sf 1.67 ac
Future Fast Food
Pavement= 3�,924 sf 0.71 ac
Building= 4,300 sf 0.10 ac
Grass/landscape= 12,620 sf 0.29 ac
Total 47,844 sf 1.10 ac
Total site larivate prooertvl 120,744 st 2.77 ac
Pavement= 75,924 sf Impervious 96,494 sf 2.22 ac 80%
Building= 20,570 sf
Grass/landscape= 24,250 sf Pervious 24,250 sf 0.56 ac 20%
120,744 sf 120,744 sf 2.77 ac 100%
ROW
New Impervious 6640 sf 0.15 ac 2030 sf sidewalk on Benson
Replaced Impervious 4225 sf 0.10 ac 4610 sf road and sidewalk on 174th
30865 sf 0.25 ac 4225 sf replaced impervious on 174th
Total Site(arivate&ROWI
Pavement= 86,789 sf Impervious 107,359 sf 2.46 ac 82%
Bui�ding= 20,570 sf
Grass/landscape= 24,250 sf Pervious 24,250 sf 0.56 ac 18%
131,609 sf 131,609 sf 3.02 ac 100%
SECTION A-2
PEAK FLOWS
Predeveloped forest condition - peak flows
till soils
forest=3.01 acres
timestep=1 hour
Flow Frequency Analysis
Time Series File:cvs3-pre.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-
F-iow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.190 2 2/09/D1 18:00 0.243 1 100.00 0.990
0.052 7 1/06/02 3:00 0.190 2 25.00 0.960
0.140 4 2/28/03 3:00 0.146 3 10.00 0.900
0.005 8 3/24/04 20:00 0.140 4 5.00 0.800
0.084 6 1/05/05 8:00 0.123 5 3.00 0.667
a.146 3 1/18/06 21:00 0.084 6 2.00 0.500
0.123 5 11/24/06 4:00 0.052 7 1.30 0.231
0.243 1 1/09/08 9:00 0.005 8 1.10 0.091
Computed Peaks 0.225 50.00 0.98�
Developed site condition - peak flows
till soils
impervious=2.45 ac
grass=0.56 ac
timestep=1 hour
Flow Frequency Analysis
Time Series File:cvs3-dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period I
0.644 6 2/09/O1 2:00 1.27 1 100.00 0.990
0.549 S 1/05/02 16:00 0.904 2 25.00 0.960
0.773 3 12/08/02 18:00 0.773 3 10.00 0.900
0.621 7 8/26/04 2:00 0.741 4 5.00 0.800
0.741 4 10/28/04 16:00 0.686 5 3.00 0.667
0.686 5 1/18/06 16:00 0.644 6 2.00 0.500
0_904 2 10/26/06 0:00 0.621 7 1.30 0.231
1.27 1 1/09/08 6:00 0.549 8 1.10 0.091
Computed Peaks 1.15 50.00 0.980
�J �
SECTION A-3
DETENTION / FLOW CONTROL '
Input Parameters: '
Flow Control Duration Standard which matches the flow duration of pre-developed rates for forested (historic)
site conditions over the range of flows extending from 50% of the 2-year up to the full 50-year flow.
2 year 0.08 cfs
50%of 2 year 0.04 cfs
50 year 0.23 cfs
Initial inputs for detention calculation
orifice flow rate =4/3*lower target 0.05 cfs
effecti�e storage depth 5 ,1("ft
height of orifice =3/4*eff depth 4 �ft
Target Duration
Set the First Interval cutoff equal to 50 percent of 2-year= 0.04 cfs
#of Cutoffs 17
Set the Interval Size equal to(50-year flow minus SO%2-year)/(#Cutoffs minu. 0.012 cfs
See attached model output
SECTION A-3: DETENTION/FLOW CONTROL FACILITY SIZING
Retention/Detention Facility
Type of Facility: Detention Vault
Facility Length: 94 .00 ft
Facility Width: 99 .00 ft
Facility Area: 8836. sq. ft
Effective Storage Depth: 5.00 ft
Stage 0 Elevation: 0 .00 ft
Storage Volume: 94180 . cu. ft
Riser Head: 5.00 ft
Riser Diameter: 9 .00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0 .00 0. 95 0.055
2 3.10 1 .70 0.108 4 .0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0 .00 0.00 0 . 0.000 0.000 0. 00
0.01 0.01 88. 0.002 0.002 0. 00
0.02 0.02 177 . 0. 004 0.003 0.00
0. 03 0.03 265. 0.006 0.004 0.00
0. 04 0.04 353. 0. 008 0.005 0.00
0.05 0.05 442 . 0. 010 0.005 0.00
0 .06 0.06 530 . 0.012 0 . 006 0.00
0 . 07 0. 07 619. 0.014 0. 006 0.00
0. 08 0. 08 707 . 0.016 0.007 0.00
0.09 0. 09 795. 0.018 0.007 0.00
0.19 0. 19 1679. 0.039 0.011 0.00 'i
0.29 0.29 2562 . 0.059 0.013 0 . 00 �
0.39 0.39 3446. 0.079 0.015 0. 00
0.49 0 .49 4330. 0.099 0.017 0.00
0.59 0. 59 5213 . 0.120 0.019 0 . 00
0. 69 0. 69 6097 . 0. 140 0.020 0 . 00
0.79 0.79 6980. 0. 160 0.022 0. 00
0.89 0. 89 7864 . 0.181 0.023 0.00
0 . 99 0. 99 8748 . 0.201 0.029 0 . 00
1 .09 1 . 09 9631 . 0.221 0.026 0. 00 I
1 . 19 1 . 19 10515. 0.241 0 .027 0. 00 '
1 .29 1 .29 11398 . 0.262 0 . 028 0 .00 '
1 .39 1 .39 12282 . 0.282 0.029 0.00
1 .49 1 .99 13166. 0.302 0 .030 0.00 I
1 .59 1 . 59 14049. 0.323 0 .031 0.00
1 . 69 1 . 69 14933 . 0.343 0.032 0.00
1 .79 1 .79 15816 . 0.363 0.033 0.00
1 . 89 1 . 89 16700 . 0.383 0.034 0. 00 I
1 . 99 1 . 99 17584 . 0.404 0.035 0. 00 �
2 .09 2.09 18467. 0.424 0 .035 0.00
2 .19 2.19 19351 . 0.444 0.036 0. 00
2.29 2.29 20239 . 0.965 0.037 0 . 00
2 . 39 2.39 21118. 0.985 0.038 0.00
2 .49 2.49 22002 . 0.505 0.039 0. 00
2.59 2.59 22885. 0.525 0.039 0 . 00
2 . 69 2. 69 23769. 0.546 0 .040 0.00
2 .79 2.79 24652 . 0 .566 0 .041 0. 00
2.89 2.89 25536. 0.586 0.042 0 . 00
2 . 99 2. 99 26420 . 0. 607 0.042 0.00
3.09 3. 09 27303. 0. 627 0 .043 0. 00
3.10 3.10 27392 . 0.629 0.043 0. 00
3 . 12 3.12 27568 . 0. 633 0.044 0.00
3 . 14 3.14 2�745. 0. 637 0.046 0.00
3. 15 3. 15 27833. 0. 639 0 .049 0. 00
3 . 17 3. 17 28010 . 0. 643 0 .053 0. 00
3 . 19 3.19 28187 . 0. 647 0 .059 0. 00
3 .21 3.21 28364 . 0. 651 0.065 0.00
3 .22 3.22 28452 . 0. 653 0 .072 0.00
3 .29 3.24 28629. 0 . 657 0 .074 0. 0:
3 .26 3.26 28805. 0 . 661 0.075 0. 0
3.36 3.36 29689. 0 . 682 0 .085 0. 0
3.46 3.96 30573 . 0.702 0 . 093 O. OG
3.56 3. 56 31456. 0 . 722 0 .099 0. 00
3 . 66 3. 66 32340 . 0 . 792 0 .105 0 . 00
3 .76 3.76 33223 . 0.763 0 . 111 0 .00
3 . 86 3 . 86 391�7 . 0 .783 0 .116 0.00 I
3 . 96 3. 96 34991 . 0 . 803 0.121 0 . 00 '�
4 .06 4 .06 35874 . 0.829 0 .126 0 . 00
4 . 16 4 . 16 36758 . O. B44 0.131 0.00
4 .26 4.26 37641 . 0. 864 0.135 0. 00
4 . 36 4.36 38�25. 0. 884 0 . 139 0. 00
4 .46 4.46 39409. 0. 905 0.143 0. ^u0
4 .56 4 .56 90292 . 0. 925 0 .147 0. 00
4 . 66 4 . 66 91176. 0. 945 0 .151 0. 00
4 . 76 9 .76 420�9. 0. 966 0.154 0. �0
4 . 86 9 .86 42943 . 0. 986 0 .158 O. Ou
4 . 96 9 . 96 43827 . 1 . 006 0 .161 0.00
� . 00 5.00 4418� . 1 .014 0 . 163 0.00
� . 10 5. 10 45064 . 1 . 035 0 .269 0. 00
� .20 5.20 45997 . 1 . 055 0 .357 0. 00
� .30 5.30 46831 . 1 .075 0.903 0 . 00
5.40 5.40 47714 . 1 .095 0 .942 0 . 00
5.50 5.50 48598 . 1 . 116 0 .476 0.00
5. 60 5. 60 99482 . 1 . 136 0 .507 0.00
5.70 5.70 50365 . 1 . 156 0 .536 0. 00
5. 80 5.80 51249 . 1 . 177 0 .564 0. 00
5 . 90 5. 90 52132 . 1 . 197 0 .589 0.00
6. 00 6.00 53016. 1 .217 0. 614 0.00
0. 10 6. 10 53900. 1 .237 0 . 637 0.00
'0 .20 6.20 54783 . 1 .258 0 . 659 0. 00
6.30 6.30 55667 . 1 .278 0 . 681 0.00
0 .90 6.40 56550. 1 .298 0.702 0.00
5 . 5� 6. �0 5�434 . 1 . 319 0 . ?22 0 . 00
5 . 60 6. 60 58318 . 1.339 0 .791 0 .00
0.70 6. 70 59201 . 1.359 0 .760 0. 00
0 . 80 6. 80 60085 . 1.379 0.778 0. 00
6 . 90 6. 90 60968. 1.400 0.796 0. 00
? . 00 7. 00 61852 . 1 .420 0.814 0.00
Hyd Inflcw Outflow Peak Stcrage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 1.27 0.24 0. 37 5.22 �.22 46150 . 1 .059
2 0. 64 ******* 0 . 16 4 .85 4 .85 42832. 0 . 983
3 0.77 ******* 0. 14 4 .28 9 .28 37899. 0.869
4 0. 66 ******* 0. 14 4 .35 4 .35 38428 . 0.882
5 0. 69 ******* 0.10 3.52 3 .52 31085. 0.714
6 0 .55 ******* 0 .04 2. 87 2.87 25331 . 0.582
7 0 . 41 ******* 0. 04 3.00 3 .00 26497 . 0. 608
� 0 . 52 *�***** 0 . 04 2 . 1? 2 . 1? 19203 . 0 . 941
----------------------------------
Route Time Ser'es through Fac-�lity
Inflow Time Series File:cvs3-dev.tsf
Cutflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow D-�scharge: 1.28 CFS at 6:00 on Jan 9 in Year 8
?eak Outflow Discharge: 0.368 CFS at 11 :00 on Jan 9 in Year 8
Peak Reservoir Stage: 5.22 Ft
Peak Reservoir Elev: 5.22 Ft
?eak Reservcir Storage: 46150. Cu-Ft
. 1. 059 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS ° � ° -
o a �
0.002 27354 44 . 609 94 . 609 55.391 0.554E+00
0.007 5769 9.408 54 . 017 45.983 0.460E+00
0.011 5784 9.432 63.449 36.551 0. 366E+00
0. 016 5924 9. 661 73. 110 26.890 0.269E+00
0. 021 9980 8 . 121 81 .231 18 .769 0. 188E+00
0. 025 3920 6.393 87 . 624 12.376 0. 124E+00
0.030 2846 4 . 641 92.265 7 .735 0.773E-01
0.034 1593 2 .598 94 . 863 5.137 0.514E-01
0.039 1595 2 . 601 97.464 2.536 0.254E-01
0.043 1193 1 . 946 99.910 0.590 0.590E-02
0.048 37 0.060 99.970 0 .530 0.530E-02
0. 052 16 0.026 99. 496 0.504 0.504E-02
0. 057 11 0.018 99.514 0.486 0. 486E-02
0_ 062 13 0.021 99.535 0.465 0.465E-02
0.066 9 0 .015 99. 550 0 .450 0.450E-02
0 . 071 7 0 . 011 99. 561 0.439 0. 939E-02
0. 075 29 0. 047 99. 609 0.391 0 . 391E-02
0.080 22 0.036 99. 649 0 .356 0.356E-02
0.084 21 0 . 034 99. 679 0.321 0.321E-02
0 . 089 30 0 . 049 99.728 0 .272 0 .272E-02
0.093 16 0 . 026 99.754 0.246 0.246E-02
0.098 24 0 .039 99. 793 0.207 0.207E-02
0. 102 13 0.021 99. 819 0.186 0.186E-02
0. 107 6 0 .010 99.829 0.176 0. 176E-02
0.112 10 0 . 016 99. 840 0. 160 0. 160E-02
0.116 12 0.020 99. 860 0.140 0. 140E-02
0 .121 11 0.018 99.878 0.122 0. 122E-02
0. 125 10 0 .016 99. 899 0 . 106 0. 106E-02
0. 130 8 0 .013 99. 907 0. 093 0. 930E-03
0 . 134 11 0.018 99. 925 0.075 0.750E-03
0 .139 19 0.031 99_ 956 0 . 044 0_440E-03
0.143 9 0.015 99. 971 0 . 029 0.294E-03
0. 148 3 0.005 99. 976 0 .024 0.24�E-03
0. 153 4 0.007 99. 982 0 .018 0. 179E-03
0. 157 3 0.005 99. 987 0 .013 0. 130E-03
0. 162 6 0.010 99. 997 0.003 0.326E-04
� Discharge(CFS)
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53.2 DETEN"I�ION TANKS
5.3.2 DETENTION TANKS
Detention tan/cs are underground storage facilities typically constructed with large diameter corrugated
metal pipe. Standard detention tank details are shown in Figure 532.A(p. 5-33)and Figure 5.32.B(p.5-
34). Control structure details are shown in Section 53.4 beginning on page 5-38.
5.3.2.1 DESIGV CRITERIA
General
1. Tanks shall be designed as flow-through systems with manholes in line(see Figure 5.3.2.A,p.5-33}
to promote sediment removal and facilitate maintenance. ,
Eaception: Tanks may be designed as back-up systems if preceded by water quality facilikies since
little sediment should reach the inlet/control sh-ucture and low head losses can be expected because of
the proximity of the inlet/control structure to the tank.
2. The detention tank bottom shall be located 0.5 feet below the inlet and outlet to provide dead stozage
for sediment.
3. The minimum pipe diameter allowed for a detention tank is 36 inches.
4. Tank.c lazger than 36 inches may be connected to each adjoining structtu�e with a short section(2-foot
maximum length)of 36-inch m;n;mum diameter pipe.
5. Outflow control structures shall be as deiailed in Section 5.3.4(p. 5-38). Note: Control and access
manholes shall have additional ladder rungs to allow ready access to all tank access pipes when the
catch basin sump is filled x�ith water(see Figure 5.3.4.A,plan vietit�,p. S-39J.
Materials
Pipe matenal.joints,and protective treatment for tanks shall be in accordance with Sections 7.0=4 and 9.05
of the WSDOT!4PWA Standard Speciftcation as modified by the King Counh Road Standards and
AASHTO designations. Such materials include the following:
• Lined conrugated polyethylene pipe{LCPE}
• Aluminized Type 2 corrugated steel pipe and pipe arch(meets AASHTO designations M274 and
M36}
• Corrugated or spiral rib aluminum pipe and pipe arch
• Reinforced concrete pipe
• '_�Tarrow concrete vaults(see Section 53.3,p. 5-35).
• Corrugated steel pipe and pipe arch,Ahi ini�.�d or Gah�anized8 with treatments 1 tlirough 6
• Spiral rib steel pipe,Alun�inized or Galvanized with treatments 1 through 6
• Structural plate pipe and pipe arch;Aluminized or Galvanized with trea�entc 1 tlu�ough 6
Structural Stabifity
Tanks shall meet struc#ural requirements for overburden support and traffic loading if appropriate. H-2�
li�-e loads must be accommodated for tanks lying under parking areas and access roads. 'The King Coun�v
Roads Standards may have different live load requirements for structures located under roadways. Metal
a Galvan¢ed metals leaCh zinc into the environmerri,espeCiatly in standing water situatiorts. High zinc concentrations,
someUmes in the range that can be toxic to aquatic life,have been observed in the region. Therefore,use of galvanized
materials shoufd be avoided. Where other metals,such as aluminum or stainless steel,or plastics are available,they shall be
used. If these materials are not available,asphaft coated galvanized materials may then be used.
2009 Surface VVater Design Manual l i9;2009
5-31
SECITON 53 DETEI�TION FACILITIES
tank end plates must be desigued for structural stability at maximum hydrostatic loading conditions. Flat
end plates generally require thicker gage material than the pipe and/or rcquire reinforcing ribs.
Tanks shall be placed on stable,well consolidated native material with a suitable bedding. Backfill shall
be placed and compacted in accordance with the pipe specifications in Chapter 4. Tanks made of LCPE
require inspection for deformation prior to installation as well as continuous inspection of backfiliing to
one foot above the top of the tank. Tanks sha�l not be allowed in fill slopes,uuless analyzed in a
geotechnical report for stability and constructability.
Buayancy
In moderately pervious soils where seasonal groundwater may induce flota.tion,buoyancy tendencies must
be balanced either by ballasting wifh backfill or concrete backfill,providing concrete anchors,increasing
the total weight,or providing subsurface drains to permanently lower the groundwater table. Calculations
must be submitted that demonstrate stability.
Access Requirements
1. The maaimum depth from finished grade to tank invert shall be 20 feet.
2. Access openings shall be positioned a maxiunum of 50 feet from any location within the tank.
3. All tanlc access openings shall have round,solid locking lids with 5/8-inch dianneter Allen head cap
screws(see KCRS Drawing No. 7-022 and 7-023).
4. I'hirty-six-inch minimum diameter CMP riser-type manholes(Fig�ue 5.32.B,p. 5-34)of the same
gage as the tank material may be used for access along the length of the tank and at the upstream
terminus of the tank if a backup system. The top slab is separated(1-inch minimum gap}from the top
of the riser to allow for deflections from��ehicle loadings without damaging the riser tank. I
5. All tank access openings must be readily accessible by maintenance vehicles. I
Access Roads
Access roads are required to all detention tank control structures and risers. The access roads shall be
designed and consiructed as specified for detenNon ponds in Section 53.1 (p. 5-20}.
Right-of-Way
Dctention tanks to be maintained by King County but not located in King County right-of-way shall be in
a tract dedicated to King County. Any tract not abutting public right-of-way will require a 15-foot wide
extension of the tract to accommodate an access road to the facility.
Setbacks
Setbacks(easementJtract width}and bnilding setback lines (BSBLs)for tanks shall be the same as for
pipes(see Section 4.1).
5.3.2.2 METHODS OF ANALYSIS
Detention Volume and Outflow
The volume and outflow design for detention tanks shall be in accordance with the performance
, requuements in Chapter 1 and the hydrologic analysis and design methods in Chapter 3. Restrictor and
orifice design shail be according to Section 5.3.4(p. 5-38).
119;'2009 2009 Surface Water Design Manual
5-32
► �
53.2 DETEAITIO'_�T TANKS
FIGURE 5.3.2.A TYPICAL DETEI�ITION TANK
_ _ optional parallel tank
�__-_
� /^ _ --_--i � %'^�
� ( 1 I / �
\f �- —� ( �
inlet i e j `�� access risers i �� i J �
p p � (max spacing shown be[ow) i �`. ��' min.diameter
(backup systems, � 1-------------------------� � �f l
where allowed} �l r min � same as inlef pipe
A ?Ii I � A
t � floW �►
�- �-
Q � inlet pipe
control -� / \ {flow through}
structure \
access risers� 1� type 2 CB required
See Figure 5.3.2_B for flow through
PLAN VIEW system on�y
NTS
"Flow-through"system shown solid.
Designs for"flow badcup" system and
paralfel tanks shown dashed
2"min_diameter air vent
� pipe welded to tank
� . too'max —� (required if no access
� 50 max
�access risers--� riser on tank)
max -
0.5'sediment storage
� ! - �
� 2�m'" detention tank 2'maX
2'min 36"min.
diameter(typ) size as required �
�
contro�structure —� SECTION A-A
(FROP-7 shown}
min. 54°d�a. NTS
Type 2 CB ^Flow-through"system shown sofid.
see Section 5_3.4
NOTE:
All metal parts corrosion resistant
Steel parts galvanized and asphaft
coated(Treatment 1 or better)
20Q9 Surface Water Design Manua! 1/9/2009
5-33
SEC'TION 5.3 DE1'EVTIOI�FACII.ITIES
FIGURE 53.2.B DETENTION TA1�K ACCESS DETAIL
standard type 2-60" diam.
CB concrete top s(ab frame locking lid
�" ' {marked "DRAIN")
�:.
� " mounted over 24" diam.
� }+ r� —
;; eccentric opening
36" CMP riser
:� 6"
PLAN
NTS
standard locking —�
M.H. frame 8� cover see — ��� ,maintain 1" gap between
KCRS dwg. no. 7-022 -�'T bottom of slab 8�top of
� ����L riser-provide pliable
i
� 3���- � '`` gasket to exclude dirt
compacted pipe bedding �
riser, 36" diam. min., �
M.H. steps 12" O.C. same material 8�gage as
— tank welded or fused to tank
24"
weld or bolt/ max detention tank
standard M.H. steps
sECTioN
NTS
NOTES:
1. Use adjusting blocks as required to bring frame to guide.
2. All materiais to be aluminum or galvanized and asphalt coated (Treament 1 or better).
3. Must be located for access by maintenance vehicles.
4. May substitute WSDOT special Type IV manhole (RCP only).
tr9/2009 2009 Surface Water Design Manual
5-34
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STORMWATER Storage Table
SOLUTIONS iNc. ,
CONTECH Stormwater Solutions Inc. Engineer: CRH
Date 6/21/2013
Site information
Project Name CVS Pharmacy
Project State WA
Project Location Renton
Enter Pipe I.D.= 72 in. Total Volume/LF Total CMP Length= 1702 ft.
Enter Desired Increment= 2 in. 28.27 System Invert= 369.62 ft.
!nc Num eave/ !nc Area Hyd Rad Top Width Vo/ume Elevat'on
in. (sq. ft.) (ft.) (ft•) (�fl ft.
1 2 0.22 0.11 1.97 375 369.79
2 4 0.62 0.22 2.75 1052 369.95
3 6 1.13 0.32 3.32 1915 370.12
4 8 1.72 0.42 3.77 2923 370.29
5 10 2.38 0.52 4.15 4048 370.45
6 12 3.10 0.61 4.47 5272 370.62
7 14 3.87 0.71 4.75 6581 370.79
8 16 4.68 0.79 4.99 7963 370.95
9 18 5.53 0.88 5.20 9408 371.12
10 20 6.41 0.96 5.37 10908 371.29
11 22 7.32 1.04 5.53 12455 371.45
12 24 8.25 1.12 5.66 14042 371.62
13 26 9.20 1.19 5.76 15662 371.79
14 28 10.17 1.26 5.85 17310 371.95
15 30 11.15 1.32 5.92 18979 372.12
16 32 12.14 1.39 5.96 20664 372.29
17 34 13.14 1.45 5.99 22360 372.45
18 36 14.14 1.50 6.00 24061 372.62
19 38 15.14 1.55 5.99 25763 372.79
20 40 16.13 1.60 5.96 27458 372.95
21 42 17.12 1.64 5.92 29144 373.12
22 44 18.10 1.68 5.85 30813 373.29
23 46 19.07 1.72 5.76 32461 373.45
24 48 20.02 1.75 5.66 34081 373.62
25 50 20.96 1.77 5.53 35668 373.79
26 52 21.87 1.79 5.37 37215 373.95
27 54 22.75 1.81 5.20 38715 374.12
28 56 23.60 1.82 4.99 40160 374.29
29 58 24.41 1.83 4.75 41542 374.45
30 60 25.18 1.82 4.47 42851 374.62 '
31 62 25.90 1.82 4.15 44075 374.79 '
32 64 26.56 1.80 3.77 45200 374.95
33 66 27.15 1.77 3.32 46208 375.12
34 68 27.66 1.73 2.75 47071 375.29
35 70 28.05 1.67 1.97 47748 375.45
36 72 28.27 1.50 0.00 48123 375.62
These results are submitted to you as a guideline only,without liability on the part of CONTECH Construction Products
Inc.for accuracy or suitability to any particular application, and are subject to your verification.
1
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5"x 7"o�3"x 7"Fleighl-of-Cover Limrts for ___ 5"x 1" Pipe-Arc6 Neiyhf-of-Covs�Limi+s fo�
Cor�ugafed 5teel Pipe � Co��ugafed S+eel Pipe
H 20 and H 25 Live Loads ��� H 20 and H 25 Live Loads �
Maximum Cover,Feet�'�
Diameter Minimum Specified Thickness,Inches 51Ze Minimum Maximum�n
or Span, Cover Cover,Feet
Equivalent SpeciBed Minimum __ _
Inches Inches 0.064 0.079 0.109 0.138 0.168 p� e S an x Rise Thickness, Cover 2 Tons Pt'Cover
�- -- --_ --- --- ; _ --�— P P /
54 , 12 , 56 70 98 126 i 155 Diameter Inches Inches` Inchcs Bearing Preswre
60 j ' S0 63 88 114 ' 139 72 61 x 59 0.109 18 21
66 I 46 57 80 103 126 78 g7 x 63 0.109 i 18 20
72 � 42 52 73 95 1 16 84 95 x 67 I 0.109 �I 18 20
78 39 48 68 87 107 90 103 x 71 0.109 18 20
84 �' 36 � 45 63 81 99 96 112 x 75 0.109 21 20
90 ' � 33 42 59 I, 76 93 102 1 17 x 79 0.109 21 19
96 II 12 31 39 55 ' 71 8� 108 128 x 83 0.109 24 19
102 18 29 37 52 67 82 ��4 137 x 87 0.109 24 19
108 �, 35 49 63 77 I
1 14 32 45 56 71 120 142 x 91 0.138 24 - 19
120 30 41 54 66
126 39 50 62 E 80 Live Loads
132 I 36 47 57
138 ' 33 43 53 Si:e Minimum Maximum�°'
—__I4�_' 1 B � 39 d9_ Equivalent Specified Minimum Cover,Feet
Maximum cover heights shown are for 5"x 1". Ape Span x Rise Thickness, Cover 2 Tons/Ft'Cover
Diameter Inches Inches' Inches Bearing Pressure
To obtain maximum cover for 3"x 1",increase Ihese values by 13% 72 $� x 59 �0.109 � 30 21
78 87 x 63 I 0.109 ' 30 18
E 80 Live Loads 84 95 x 67 �� 0.109 � 30 18
Maximum Cover,Feet�'� 90 103 x 71 0.109 36 18
Diameter Minimum -- - - - 96 1 12 x 75 0.109 36 18
Specified Thickness,Inches
or Span, Cover -- -- — - 102 1 17 x 79 0.109 36 17
Inches Inches 0.064 0.079 0.109 0.138 0.168 108 128 x 83 0.109 42 17
54 18 56 70 98 126 ' 155 >>4 137x87 0.109 42 17
60 50 ' 63 68 1 14 139 �20 142 x 91 0.138 42 17
66 46 I 57 80 '� 103 126 'Some 3"x 1"and S"x 1 ' minimum gauges shown for pipearch are due to
72 18 42 52 j 73 95 ' 116 manufacturing limitations.
78 24 39 48 68 87 107 Heightsof-cover notes
84 ; � 36 45 63 81 99 �. These tables are for lock-seam or welded-seam construdion.The are not
9� I 33'' I 42 59 76 93 Y
i for riveted conshucfion.Consult your CONTECH$ales Representative for
96 24 31'''' 39 !, 55 71 87 heightofcover tables on riveted pipe.
102 30 29'�' 37 ! 52 � 67 82 2. 7hese values,where applicable,were calculated using K=0.86 as
108 35 49 63 �7 ado ted in the AISI Handbook,Fihh Edition, 1994.
1 14 32'' 45 58 �1 3. The span and rise shown in these tables are nominal.Typically the actual
120 30 30'' 41 54 bb rise that forms is greater than fhe specified nominal.This actual rise is
126 36 39 50 62 within the tolerances as allowed by the AASHTO 8�ASTM specifications-
132 ' 36 47 57 The minimum covers shown above take in ro consideration this plus
138 ' 33�' 43 53 tolerance on rise.
144 36 I � I � 39 i 49 4. The haunch areos of a pipearch are the most critical zone for backfilling.
�
Maximum cover heights shown are for 5"x 1". Extra care should be taken to provide good material and compaction to a
To obtain maximum cover for 3"x 1",increase these values by 13%. point above the spring line.
�'�These diameters in these gauges require addifional minimum cover. 5. E 80 minimum cover is measured from top of pipe to bottom of rie.
6. H 20 and H 25 minimum cover is measured from fop of pipe to bottom of
Hexible pavement or top of rigid pavement.
7. The H 20 and H 25 pipe-arch�ables are based on 2 tons per square fooi
corner bearing pressures.
8. The E BO pipearch tables minimum and maximum covers are based
on the comer bearing pressures shown.These values may increase or
decrease with changes in allowable comer bearing pressures.
9. 0.052"is 18 gauge.
0.064"is 16 gauge.
0.079"is 14 gauge.
0.109"is 12 gauge
0.138"is 10 gauge.
0.168"is 8 gauge.
10. For conshuction loods, see Page 1 2.
1 1. SmoofhCor and HEL-COR Concrete Lined have same heightofcover
properfies as corrugated steel pipe.The exterior shell of SmoothCor is
manuFactured in either 2=/;"x'/:"or 3 x 1 corrugations;maximum
exferior shell gauge is 12.
9
SECTION A-4: CONVEYANCE CALCULATIONS
Rational Method-Conveyance Calculations
Unit Peak Normal How
Hunoff 75-year ;"���� "6z;"fo� lime of Rain(all Sub-basin 25- Tntal 15-year Depth in Plpe Ue0[h o(
Contributing Coefficient precipitation 25-year 25-yea� Concentration Intensity Fac[or Veak Rainfall year Peak Peak Flow to (Flow Mas[cr free6oard in Min.Cover To[al
Su6-basln ID Area"A"i Land Cover "C"' "pis"' s[orm� storm' "Tc"' "iz;" In[ensi[y"I�s' Flow"Qis" DownsvPam CB Plpe Pipe Diameter Pipe Slope' Output) Plpe over Plpe FreeboaiJ
(nc) (In) (min) (in/hr) (cis) (cts) (in) (ft) �ft/k) (ft) (k) (tt) (R)
C8p6 0.11 pavement 0.9 3.4 7.6E 0.65 63 0.80 2.73 017 CBpS 0.27 8 0.67 0.016 0.15 0.5? 1.83 295
CBlIS 0.29 pavement 0.9 3.4 2.66 0.65 6.3 0.80 2J3 0.71 CBq4 0.9A S 0.67 0.01 038 0.19 2.13 2.52
Building O.i7 roof 0.9 3.4 2.66 O.LS 63 0.80 2J3 0.91 CBp4 0.91 6 0.50 0.038 0.29 0.21 2.1 7.31
Stub(future) 030 pavement 0.9 3A 2.66 0.65 63 0.80 2.73 OJ4 CBq4 OJ4 S O.ti7 0.01 032 035 4.00 4.35
CRA4 0.16 pavement 0.9 3.4 2.66 0.65 63 0.80 2.73 039 CBp3 3.03 S 0.67 0.032 0.6 0.07 L58 2.65
CB#11/12 0.24 pavrment 0.9 3.4 2b6 0.65 63 0.80 2J3 0.59 CBk3 0.59 8 0.67 0.007 091 036 233 2.69
CBM3 0.24 pavemen[ 0.9 3.d 2.66 0.65 63 0.80 2J3 0.59 CBp2 421 17 1.00 0.01 OJS 0.25 1.90 215
CB#10 0.07 pavement 0.9 3A L66 0.65 6.3 O.RO 2J3 O.11 CRq9 O.11 8 0,67 0.005 0.18 0.49 1.83 23l
CB#9 0.02 pavemen[ 0.9 3.4 2.66 0.65 6.3 0.80 2.73 0.05 CBp2 017 12 1.00 0.005 018 0.82 7.65 3.47
CBtt2 035 pavemen[ 0.9 3A 2.66 0.65 6.3 O.RO 2J3 0.86 UG Dec Sys. 5.29 15 1.25 0.005 0.92 033 4.25 45A
CuWert 0.19 lawn 0.25 3A 2.66 0.65 63 0.80 2.73 0.13 CBp7 0.13 12 1.00 0.018 0.1 0.90 1.50 2.40
CRN7 0.22 lawn/pavement(avg) 0.575 3.4 2.66 0.65 6.3 0.80 2J3 035 Outlet Str. 0.48 R 0.67 0.02 O.1R 0.49 3.83 432
CBp15 0.03 pavemPnt 0.9 3.4 2.66 0.65 6.3 0.80 2.73 0.07 C61J34 0.07 8 0.67 0.077 0.06 0.61 1.63 2.24
CBq14 d.11 pavemen[ 0.9 3A Z.66 0.65 63 0.80 2.73 027 CBp13 0.34 8 0.67 0.04 0.15 0.52 2.43 L95
Spillway 0.06 pavemen[ 0.9 3A 2.66 0.65 6.3 0.80 2.73 015 CBq13 0.49 S 0.67 OA1 0.26 0.41 1.73 2.14
CHq13 0.01 pavement 0.9 3.4 2.66 0.65 63 0.80 2.73 0.07 Ez.Ditch 0.52 R 0.67 0.01 016 0.41 1.73 2.14
n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 030 e 0.67 0.005 0.24 �.43 1.00 1.A3
o���ha�qe° n/a �/a n/a �/a �/A �,/a n/a �/a �,/a �/a �/a o ao iz i.00 0 oos az o so i o0 1.nu
Notes
1 Reter to Shart('7.](nr Arra
2 Hefer M sha.ts[7.3 and ll.n fur Sl�ye
3 0.eter to 2009 SWDM Ratinnal M«ihuJ(Altn�hrd)
4 Discharge pipes from Detennnn/Wfl�rPntm.nt fn�ilitir,havr n minlmium slope o�0.5°b and]O(1-yaar flnw n(f1 1 cft
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'��' OUTLET STRUCT-CB#7 PROFILE
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- VELMEIR HETAIL PHARMAGY
! cm rc mxrar,caa�crvw aux�tx�w weumK ❑ i:s�i ��' �� STORM PROFILES-SITE
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3.?.l RATION.AL METHOD
3.2.1 RATIONAL METHOD I
The Rational Method is a simple,conservative method for analyzing and sizing conveyance elements ',
serving small drainage subbasins, subject to the following specific limitations:
� Only for use in predicting peak flow rates for sizing conveyance elements
• Drainage subbasin area A cannot exceed 10 acres for a single peak flow calculation
• The time of conccntration T�must be computed using the method described below and cannot exceed
100 minutes. It is also set equal to 6.3 ininutes when computed to be less than 6.3 minutes.
Note: Unlike other methods of computing times of concentration,the 6.3 minutes is not an initial
collection time to be added to the total computed time of concentration.
❑ RATIONAL METHOD EQUATION !
The following is the traditional Rational Method equation:
QR = CIRA �3-1�
where QR= peak flow(cfs) for a storm of return frequency R
C = estimated runoff coefficient(ratio of rainfall that becomes runoffl
IR = peak rainfall intensity (inches/t�our)for a storm of return frequency R
A = drainage subbasin area (acres)
"C" Values
The allowable runoff coefficients to be used in this method are shown in Table 3.2.1.A(p. 3-13)by type
of land cover. These values were selected following a re�-iew of the values pre�-iously accepted by King
County for use in the Rational '_Vlethod and as described in several engineering handbooks. The values for
single family residential areas were computed as composite values(as illustrated in the following
equation)based on the estimated percentage of coverage by roads, roofs,yards,and unimproved areas for
cach density. Far drainage basins containing several land cover types, the following formula may be used
to compute a composite runoff coefficient, C�:
C�._(C�A,+ C.A:+... + C„A„)lA, (3-2)
w hcre :4, = total area(acres)
:�;,_.,, — areas of land cover types(acres)
C;,�__„ = runoff coefficients for each area land co�er type ��
"/R' Peak Rainfall Intensity '
The peak rainfall intensity IR for the specified design storm of rcturn frequency R is determined using a
unit peak rainfall intensity factor iR in the follo���ing equation: '
In=(1'k1(iR) (3-3)
where PR = the total precipitation at the project site for the 24-hour duration storm event for the
given return frequency. Total precipitation is found on the Isopluvial Maps in
Figure 3.2.1.A through Figure 3.2.1.D beginning on page 3-14.
iR = the unit peak rainfall intensiry factor
The unit peak rainfall intensity factor iR is determined by the following equation:
'_009 Surface�Vater Design�lanual lr"9-2009
3-11
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SECTION 3.2 RUNOFF COMPUTATIOV AVD AVALYSIS METHODS
lR — �aR��Tc�( h.s� �3-4�
where T� = time of concentration(minutes),calculated using the method described below and
subject to equation limitations(63 <_ T <_ 100)
aR, bR= coefficients from Table 3.2.I.B(p. 3-13) used to adjust the equation for the design storm
return frequency R
This "iR" equation was developed by DNRP from equations originally created by Ron Mayo,P.E. It is
based on the original Renton/Seattle Intensit�/Duration/Frequency (I.D.F.)curves. Rather than
requiring a family of curves for various locations in King County, this equation adjusts proportionally the
Rentorv'Seattle I.D.F. curve data by using thc 24-hour duration total precipitation isopluvial maps. This
adjustment is based on the assumption that the localized geo-climatic conditions that control the total
volume of precipitation at a specific location also control the peak intensities proportionally.
1Vote:Due to the mathematical limits of the equation coefficients, i�alues of T�.less thara 6.3 mirautes or•
gr-eater tha�7 100 rninutes cannot be used. Therefore, real values of T�.less than 6.3 minutes must be
assumed to be equal to 6.3 mirautes, and values greater than 100 minutes must be assun�ed to be equal to
100 minutes.
"T�." Time of Concentration
The time of concentration is defined as the time it takes runoff to travel overland(from the onset of
precipitation)from the most hydraulically distant location in the drainage basin to the point of
discharge. Note: Y�'7�ey�C�(see Equation 3-2)of a drainage basiiz exceeds 0.60, it mm�be important
to compute T�.and peak rate of floi+�fr•om the impervious area separ•atell�. The computed peak rate of
' flow for the impervious surface alone may exceed that far the entire drainage basin using the value at
T�for the total drainage basin. The higher of the two peak flow rates shall then be used to size the
conveyance element.
T�is computed by summation of the travel times T,of overland flow across separate flowpath
segments defined by the six categories of land cover listed in Table 3.2.1.0 (p. 3-13), which were
derived from a chart publishcd by the Soil Conservation Service in 1975. The equation for time of
concentration is:
T�.= T, + T�+...+ T„ (3-5)
where T,,,,...,, = travel time for consecutive flowpath segments with different land cover
categories or flowpath slope
Travel time for each segment t is computed using the following equation: �
L (3-6) �
T, _ —
� 60["
where T, = travel time (minutes) ;b'ote: T, tllrorr�h cljr opera irnter hoc�l�/.crrch as u�oi�d/s{�ull he '
assumed to be�ero wit{T this nrethod
L = the distance of flow across a given segment (feet)
i' = average velocity(fps)across the land cover = kR .�
where kR = time of conccntration velocity facto�: sec Table 3.?.1.0
s„ = slope offlowpath (fectifeet)
1?9i2009 '_'009 Surfacc A�`atcr Design �7auual
3-12
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_a_.� a�.:.. nnr c__� __ __..i:__a:__ __._ .__. ____
3?.l RaT10NAL h7ETHOD
TABLE 3.2.I.A RUNOFF COEFFICIEVTS-"C" VALUES FOR THE RATIONAL 1��iETHOD
General Land Covers Single Family Residential Areas�
Land Cover C Land Cover Density C
Dense forest 0.10 0.20 DU/GA(1 unit per 5 ac.) 0.17
Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 020
Pasture 0.20 0.80 DU/GA(1 unit per 1.25 ac.) 0.27
Lawns 0.25 1.00 DUlGA 0.30
Playgrounds 0.30 1.50 DU/GA 0.33 �I
Gravel areas 0.80 2.00 DU/GA 0.36
Pavement and roofs 0.90 2.50 DU/GA 0.39
Open water(pond, lakes, 1.00 3.00 DU/GA 0.42 I
wetlands) 3.50 DU/GA 0.45 i
4.�0 DUJGA 0.48
4.50 DU/GA 0.51
5.00 DU/GA 0.54
5.50 DU/GA 0.57
6.00 DU/GA 0.60
' Based on average 2,500 square feet per lot of impervious coverage.
For combinations of land covers listed above, an area-weighted "C�:x A;'sum should be computed based on the
equation C�: x.9,_ (C,x:9,)+ (C2 x A2)+ ...+(C„x.9„), where Aa= (:4, +,q2+ ,..+,q„), the total drainage basin area.
TABLE 3.2.1.B COEFFICIENTS FOR THE RATIOnAL NIETHOD "iR" EQUATION
Design Storm Return Frequency aR bR
2 years 1.58 0.58
5 years 2.33 0.63
10 years 2.44 0.64
25 years 2.66 0.65
50 years 2.75 0.65
100 years 2.61 0.63
TABLE 3.2.1.0 kR VALUES FOR T,USING THE RATIONAL METHOD
Land Cover Category kR
Forest with heavy ground litter and meadow 2.5
Fallow or minimum tillage cultivation 4.7
Short grass pasture and lawns 7.0
Nearly bare ground 10.1
Grassed waterway 15.0 '
Paved area (sheet flow)and shallow gutter flow 20.0
2009 Surface A�'ater Design Manual 1!9i?009 '�
3-13
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I
SECTION 3.2 RUNOFF COh9PLTATION AVD ANALYSIS METHODS
FIGURE 3.2.1.0 25-�'EAR 24-HOUR ISOPLtiVIALS
�S -— —- — _ SN HOYISH COUNTV
? � KING COUNTY
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�8
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V'
�• PIERCE COUNTV
WESTERN � � £:
KING COUNTY � p Ss
,
��� 5 0
25-Year 24-Hour � � , - , � 4.5 �
Precipitation � ^ � ��,. ,,f �'
in Inches � _ Z 4Miles �•�. �,�-' �
`�� °' o
o►•
1'9:�2009 3009 Surface Vb`ater Design Manual
3-16
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Typical FlowMaster Report
Conveyance Calculation for CB #6
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Ccefficient 0.010
Channel Slope 0.02600 ft/ft
Diameter 0.67 ft
Discharge 0.27 ft'/s
Results
Normal Depth 0.15 ft
Flow Area 0.06 ftz
Wetted Perimeter 0.65 ft
Hydraulic Radius 0.09 ft
Top Width 0.55 ft
Critical Depth 0.24 ft
Percent Full 21.9 %
Critical Slope 0.00382 ft/ft
Velocity 4.73 ft/s
Velocity Head 0.35 ft
Specific Energy 0.49 ft
Froude Number 2.59
Maximum Discharge 2.76 ft3/s
Discharge Full 2.57 ft'Js
Slope Full 0.00029 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 21.90 °io
Downstream Velocity Infinity ft!s
Bentley Systems,Inc. Haestad Methods SoIB�aH�irwMaster V8i(SELECTseries 1) [08.11.01.03j
611812013 2:35:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +�_203-755-1666 Page 1 of 2
( _�
Conveyance Calculation for CB #6
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.24 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.00382 ft/ft
I
ji
r—�
Bentley Systems,Inc. Haestad Methods SolBiaotl�riwMaster VSi(SELECTseries 1 j [08.11.07.03]
fil16l2013 2:35:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1_203-755-1666 Page 2 of 2
Table 4.2.1.A1 —ALLOWABLE P1PE MATERIALS AND A'II'vIMUM COVER
Allowed
Minimum in Zone 1
Cover of the
Pipe Type (ft) Public Private APA
Corrugated Steel Pipe 2A Yes Yes Yes
Spiral Rib Steel Pipe 2.0 Yes Yes Yes
Plain Concrete Pipe(PCP) 2.0 Vo Yes No
Reinforced Concrete Pipe(RCP) 1.0 l'es Ycs No
Corrugated or Spiral Rib Aluminum Pipe Z.0 Yes Yes No
Ductile Iron 1.0 1'es Yes Yes
Line Corrugated Polyethylene Pipe(LCPE) 2.0 Yes Yes 1'es
Corrugated Polyethylene Pipe(CPE)—Single Vl-"all 2.0 Yes Yes Yes
Poly�inyl Chloride Pipe(P�'C) 3.0 No Yes Yes
Solid Wall High Densiry Polyethylene Pipe(HDPE) 2A Yes Yes Yes
For pipe specifications includina acceptable pipe joint;see R?�4C 4-3-O�OS.
Pipe Alignment
• Insert the,folloi-vir�g Table 4.2.1.�2 befa•e Table 4.�.I.A�or�allotivable lengths bettit�een strt.rctu�•es:
Table 4.2.1.A2—PIPE SIZES AVD LENGTHS BETWEEN STRUCTURES
PIPE SIZES.AND L�:NGTHS BET��'�tN STR��CTLR�S
l;pstream Structure �linimum Slope(%)and
to Do�r-nstream Pipe min.Full Flow�'elocit�•(fps) l�laximum Length
Structure Diameter(in) at Design Flow• (ft) ��'here Allowed
Inlet to CB-'h1H 12 0.5°b,3.0 fps 60 Public,See Note 1
Inlet to CBiMH R 0.5°0,3.0 fps 40 Private
CB to CB 8 0.5°0,3.0 fps l00 Private
CB,"MH to CB,'MH 12 or greater 0.�°�o,3.0 fps 300 Public
Note 1. Minimum pipe size shall be 12-inch diameter. 8-inch diameter may be permitted on cross street laterals less than 66
feet to a�-oid utiliry conflicts or to meet shallow grade.
Note 2. Maximum spacing on surface drainage course between inlets and catch basins shall be 150 on grades less than 1°'o
and 200 feet on grades from 1%to 3°ro. Otherwise,maximum spacing shall be 300 feet on grades over 3%,or as required
by grate flow capacities. Maximum CB to inlet spacing may need to be reduced depending on street width and inlet
capacity analysis in Section 4Z.1.2.
Note 3. Minimum slope and full flow�elociry is desirable unless it can`t be achieved due to outlet control,site ropograph�.
burial depth or other situations or conditions.
?009 Surface\�l�ater Design ti7anual Amendment Ciry of Renton
4-3
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S. PIPELINE MATERIAL:
1. PIPELINE MATERIAL REQUIREMENT
Pipe Diameter in Inches
Suggested Material Considerations (See
Pipe Material <4 4-8 10-12 14-20 24-30 36-54 Spec subsection S2)
Ductile Iron, Rubber
Gaskets
1,2 1,2 1,2 1,2 1,2 AWWA C151, C104 abcdnopr i
Cement Mortar-Lined '�
1,2 1,2 1,2 1,2 1,2 AWWA C 151 abcdnopr !
Polyethylene-Lined
Ductile Iron, Nitrile Gaskets
1,2 1,2 1,2 1,2 1,2 AWWA C151, C104 bcdinopr
Cement Mortar-Lined
1,2,3 1,2,3 1,2,3 1,2,3 1,2,3 AWWA C151 bcdeinopr
Polyethylene-Lined
� PVC, Rubber Gasket
Joints
1,2 1,2 1,2 AWWA C900 abjlnoprt
CL 150 or 200
1 1 ASTM D3034
SDR 35
1,2,3 1,2,3 AWWA C900 bijlnoprt
PVC, Nitrile Gasket Joints
CL 150 or 200
2,3 1,2,3 1,2,3 hjklnoprt
�
PVC, Solvent Welded ASTM D1784,
Joints D1785
Sch 80
Welded Steel, Rubber
Gaskets
1,2 1,2 1,2 1,2 1,2 AWWA C200, C205 abfghnopr
Cement Mortar-Lined
1,2 1,2 1,2 1,2 1,2 AWWA C200, C210 abfghnopr
Dielectric-Lined
Welded Steel, Welded
Joints 1,2 1,2 AWWA C200, C205 fghnopr
Cement Mortar-Lined 1,2,3 1,2,3 AWWA C200, C210 fghnopr
Dielectric-Lined
High Density Polyethylene 1,2 1,2 1,2 1,2 1 ASTM D1248 and hkpqu
Pipe D3350
Corrugated High Density ASTM D1248 and
Polyethylene Pipe - 1 1 1 1 1 qqSHTO kpqsu
Smooth Interior
Slip Form Liner 4,5 4,5 4,5 4,5 4,5 ASTM D638 mnopqr
PIPELINE SERVICE
1. Storm Sewer
2. Sanitary Sewer and Side Sewer
3. Leachate Pipeline
4. Rehab Existing Storm Sewer
5. Rehab Existing Sanitary Sewer
2. CONSIDERATIONS ON SELECTION OF PIPE MATERIALS
The Utility maintains a list of materials meeting performance standards. Other materials meeting similar performance
standards or developed as the result of new technology may be approved by the Utility.
a. Rubber gaskets may be severely damaged by petroleum products, particularly in prolonged exposures to concentrated
flows containing little or no stormwater or sanitary sewage. In cases where heavy concentrations of petroleum products may
be experienced, nitrile (Nitrile-Butadiene; i.e., NBR) gaskets should be used.
b. Gasketed joints may not be leak-proof at zero or low pressures, if improperly installed.
c. Mechanical joints may be less likely to leak at low pressures than push-on joints.
d. May need protective coatings and/or cathodic protection against external corrosion.
e. Considered most reliable gasket and lining material for ductile iron leachate pipeline.
f. Very difficult to repair linings on inside of joints in pipe smaller than 24-inch diameter.
g. Almost always needs protective coatings and cathodic protection against external corrosion.
h. Properly made joints are considered leak-proof.
i. Nitrile gaskets may require long delivery time.
j. Requires special attention to bedding and backfill depth to avoid structural failure of pipe.
I
k. Large thermal expansion coefficient. May need to limit solvent welded joints to 4-inch and smaller pipe. May require
careful evaluation of pipe installation temperature and temperature of piped liquids to ensure joint integrity.
I. Pipe not available over 12-inch diameter.
m. Slip form lining is available in 6-inch through 60-inch diameter for almost any pressure, if sufficient pipe cross-sectional
area is available.
n. Pressure grouts and gels are not acceptable for rehabilitation or patching of storm and sanitary sewers.
o. Suitability of pipe lining and gasket material to resist chemical attack by conveyed fluids must be determined for each
pipeline service considered.
p. All storm and sanitary sewer manholes, catch basins, and inlets should be equipped with precast concrete bottom and
sidewalls with rubber gasketed joints between sections, water-tight epoxy grout or other approved pipe entrances through
walls, and approved waterproof coating of all interior floor and wall surfaces. Manholes, catch basins, and inlets should have
no leakage when hydrostatically tested at atmospheric pressure.
q. Has good resistance to a number of chemicals, petroleum products, and hydrogen sulfide corrosion.
r. "Zero leakage" test requirement may be impossible to achieve under the best conditions for any pipe materials because
trapped air may distort test results, even in a drop-tight pipe. Pressure and leakage test requirements should consider
whether the pipe has steep slope or will stand full of liquid. Pipelines should be tested with the intent to prevent or minimize
leakage. Air testing should not be allowed; hydrostatic testing should be as stringent as any found in the industry.
Pipe materials, without regard for chemical attack, corrosion, or puncture, are generally ranked as follows, in decreasing
order of liquid-tight reliability:
• welded steel with welded joints
• PVC with solvent welded joints
• slip form liner
• ductile iron with viton or rubber gaskets !
• welded steel with rubber gasketed joints
• PVC with viton or rubber gasketed joints
s. Joints should consist of"heat-shrink" wrap, standard corrugated coupling, and full pipe band clamps.
t. The use of PVC may be restricted by other Utility policy in regards to depth of pipe cover.
u. HDPE may be adversely affected by solvents; its use is not recommended where contact with solvents may occur.
(Ord. 4851, 8-7-2000)
_ _ _______ I
SECTION A-5: WATER QUALITY Determining Number of
;�,
_.►=NTE �"� Cartridges for Systems
ENGINEERED SOLUTIONS Downstream of Detention
CONTECH Stormwater Solutions Inc. Engineer. CRH
Date 6/19/2013
Site Information
Project Name CVS Pharmacy
Project State Washington
Project Location Renton
Total Site Area, At 3.01 ac
Building Area,Ab 0.47 ac
Drainage Area, Ad 2.54 ac '
Impervious Area, Ai (PGIS) 1.98 ac
Pervious Area, Ap 0.56
% Impervious 78%
Runoff Coefficient, Rc 0.75
Upstream Detention System
Peak release rate from detention, Qelease peak 0.30 cfs
Treatment release rate from detention, 4elease treat 0.08 cfs
Detention pretreatment credit 50%
(from removal efficiency calcs)
Mass loading calculations
Mean Annual Rainfall, P 36 in
Agency required % removal 80%
Percent Runoff Capture 90%
Mean Annual Runoff,Vt 224,521 �'
Event Mean Concentration of Pollutant, EMC 70 mg/I
Annual Mass Load, 11A�p�a, 980.55 Ibs �
Filter System
Filtration brand StormFilter
Cartridge height 12 in
Specific Flow Rate 1.0 gpm/ft2
Number of cartridges -mass loading
Mass removed by pretreatment system, N�,fe 490.28 Ibs
Mass load to filters after pretreatment, N�ass� 490.28 Ibs
Estimate the required filter efficiency, Ef,ce� 0.60
Mass to be captured by filters, Mf;,te, 294.17 Ibs
Allowable Cartridge Flow rate, (�,, 5.00
Mass load per cartridge, M�rt(Ibs) 24.00 Ibs
Number of Cartridges required, Nmass 13
Treatment Capacity 0.14 cfs
Determine Critical Sizing Value
Number of Cartridges using Qrelease treat� Nflow $
Method to Use: MASS-LOADING
SUMMARY
Treatment Flow Rate, cfs 0.14
Cartridge Flow Rate, gpm 5.0
Number of Cartridges 13
1 of 1
STORMFILTER DESIGN NOTES
STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AN�THE NUMBER OF CARTRIDGES.THE STANDARD MANHOLE
9TVLE IS SHOWN WITH THE MAXIMUM NUMBER OF CMTRIDGES(14�.VOLUME SVSTEM IS ALSO AVAILABLE WITH MA%IMUM 16 CARTRIDOES.
O86'MANMOLE STORMFILTER PEAN HYDMULIC CAPAGI7V IS 1.8 CFS.IF THE SITE CONOITIONS E%CEEO 1.B CFS AN UP3TREAM BVPA55 STRUCTURE IS
q OUTLET RE�UIRED.
(�j SUMP
�� _ ii li w CAR7RIDGE SELECTION
� CARTRIOGE HEIGHT ZT 1B' LOW DROV
F��K' _ _ ` L/1c1_- _/z� .� ` � RECOMMENDED HVDRAULIC OROP(H) 3.05' 2.3' 1.B'
V!I \7l
INLET _ SPEGFIC FLOW RATE pM 2 ppMIN 1 pPMR' 2 BP�' �7V�' Z 9P�' �6P��'
- - CARTRIDGE FLOW FiA7E(gpm) 22.5 1125 15 7.5 10 5
_ _ �_ Y%
OUTLET
i I j� I I 98•I.D.MANHOLE
�� � STRUC7URE
���������� SITE SPECIFIC
TOP SLAB ACCESS DATA REQUIREMENTS
SEE FRAME AN�
COVER DETAIL /` STRUCTURE ID .
� WATER OUALITV FLOW RATE(ch) .
PEAIc FLOW RA7E da)
�� � RETURN PERIO�OF PEAK FLOW(yro) �
PLAN VIEW #OF CARTRIDGES RE�UIREO .
CARTRIDGF FLOW RATE
3TANDARD OUTLET RISER MEDIA 1 VPE CSF,PERLITE,ZPG,GAC.PHS '
F�owKir aan (� CVNTECH � i
� PIPE DATR: I.E. MATERIAL DIAMETER
INLETPIPEq1 ' ' '
\ .'.,Q � ,. INLET PIPE p2 . . .
OUTLET FIPE
FtIM ELEVATION '
�__ qNTI-FLO7ATIONBALLA57 WIDTH HEIGHT
NOTE9/$PECIAL REQUIIiEMENTS:
CONTRACTORTOOROUTTO FRAME AND COVER
FINISMEO GRAOE
Q�E (DIAMETER VARIES) •pER ENGINEER OF RECORD
RINOA319ER8 N.T.S.
.�v,��,,,.,.,,.
��. . . �, � . .
�~� FLOATABLES GENERALNOTES
BAFFLE 1. CONTECM TO PROVIDE ALL MATERIALS UNLES5 NOTED OTHERWISE.
�+ 2 OIMENSIONS MARKED WITH()ARE REFERENCE�IMENSIONS ACNAL OIMENSIONS MAV VARV.
3.FOR SITE SPECIFIC DMWINGS WITH UETAIIE�VAULT OIMENSIONS AND WEIGHTS,PLEASE CONTACT VOUR CONTECH ENGINEERED SOLUTIONS
r—i LLC REPRESENTAtIVE www.00nbcnES.com
- 4.510RMFILTER wAiER pUALITV STRUCTURE SWLLL BE IN ACCORDANCE WITH ALL DESIGN DATAAND INFORMATION CONTNNED IN 7MI3
DRAWING.
5.STRUCNRE SHALL MEETAASHTO H520 LOAD RATING,ASBUMINO EARTH COVER OF o'-5'AND OROUNDWATER ELEVATION AT,OR BELOW,THE
OUTLET PIPE INVERT ELEVATION,ENGINEER OF RECORD TO CONFIRM AC7l1AL GROUNDWATER ELEVATION.CA6TINOS SHALL MEE7 MSHTO
INLET PIPE M306 AND BE CAST WITH TME CONTECH LO00.
6.FILTER CARTfi1DGE8 9HALL BE MEDIA-FILLED.PASSIVE,SIPMON ACTUATED,IiA01AL FLOW,AND SELF CLEANING.RADIAL MEDIA DEPTH SHALL
BE 7-INCMES.FIITER ME�IA CONTACT TIME SHALL BE AT LEAST 39 SECONDS.
� 7.SPECIFIC FLOW RATE IS E�UAL 70 TME FILTER 7REATMENT CAPACI7V(ppm)DIVI�ED BV THE FILTEIi CON7ACT SlX3FACE AREA(p R).
' INSTALUTION NOTES
FlLTER 1. ANV SUB-BASE,BACKFILL DEPTH,ANDIOR ANTI-FLOTATION PROVISION9 ARE SITESPECIFIC DE91GN CONSIDERATIONS AND SHALL BE
��� � SPECIFIED BV ENOINEER OF RECOR�.
CAR7RIDOE ��r c9� 2.CONTRACTOR TO PROVIOE E�UIPMENT WRH 8UFFICIENT LIF7ING AN�REACH CAPACITY TO LIFf AND SET THE BTORMFILTER S7FtUCTURE
FLOW KIT w F = (LIFTING CWTCHES PROVIDED).
OUTLET 9UMP � w� 3.CONTRACTOR TO INSTALL JOIN7 SEAUN7 BE7WEEN ALL S7fiUCTURE SECTIONS ANO A6SEMBLE 9TRUCTURE.
�x Q 0� d.CONTRACTOR TO PROVIDE,INSTALL,AND GROUT INLET PIPE(8�.
HDPE OUTLET RISER �`t- � 5.CONTRACTOR TO PROVIOE AN�INSTALL CONNECTOR TO THE OUTLET RISER SNB.STORMFILTER E�UIPPED WITH A OUAL DIAMETER MDPE
SECTION A-A N CUT LINE B nN PSINC BV FERNCO OR E�UALIAND OVIDEO BV CONTRACTOR.NTRACTOR TO REMOVE THE 81NCM OUTLE?STUB AT MOLDED
6 CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-REUTEO EROSION RUNOFF.
C�'�NTECH• SFMH96
,�,�,,,,,� ENGINEERED SOLIfrIONS LLC STORMFILTER
StormFilter' ww.wnacnes.�m
_,___„�,�y=,�� sossc.�o-aPa�mo�.,s��roam,w..+cns.w,a��wea STANDARD DETAIL
E00-338-11�1 5138067000 613-MS7BB]FA%
6 1 2 E!�HAtiCED B.�SIC��'ATFR Ql A1.1T1 11E�1
b.1.2 ENHANCED BASIC VVATER QUALITY MENU
Where applied: The Enhanced Basic Water Quality menu3 is applied where an enhanced level of
treatment is required for those development sites or portions thereof that generate the highest
concentrations of inetals in stormwater runoff and drain by surface flows to a fish-bearing stream. Acute
concentrations of inetals such as copper and zinc in streams are toxic to fish. For precise details on the
application of this and other water quality menus,refer to Section 1.2.8, "Core Requirement#8: Water
Quality."
Note: The Enhanced Basic menu is a stand-alone menu. It integrates the Basic menu level orprotection
nnd the additional measures needed to achiei�e a hrgher level oJmetals r-emovul. When this menu is
required in Basic WQ Tr-eatment Areas per Section 1.2.8.]-A of Core Requirement#8, it is intended to
replace the Basic WQ menu on development sites or portions of development sites that generate the
highest concentrations oJmetals in stormwater runoff. When this menu is required in Sensitiue Lake WQ
Treatment,4reas per Section 1.2.8.1-B, it is intended to be combined►vith the Sensitive Lake Protection
Menu such that a fucility design option common to both menus must be used.
Treahnent goal: The Enhanced Basic WQ menu is designed to achieve 50 percent total zinc removal for
flows up to and including the WQ design flow or�•olume(defined in Section 62.1,p. 6-17).°
Basis: The treaUnent goal is expressed in terms of total zinc removal. Although zinc is not the most toxic
metal in stormwater, it is usually present in significant amounts,making it a practical and reliable
indicator of overall perforniance. Many metals are readily adsorbed onto particulates in the runoff,
usually the finer fraction of the particutates. Facility combinations that remove more of the particulate
load than the Basic menu, including the finer fraction, are specified by the Enhanced Basic menu.
Facilities providing organic binding sites that enhance metal adsorption are also specified.
0 ENHANCED BASIC OPTION 1-LARGE SAND FILTER
This option includes use of a large sand filter,large sand fdter vault,or large linear sand filter. Sizing
specifications for these facilities can be found in Sections 6.5.2(p. 6-104),6.5.3 (p. 6-123),and 6.5.4
(p. 6-129),respectively. IVote:A presettling cell is required if the sand filter is not preceded by a
detention fncilitv.
❑ ENHANCED BASIC OPTION 2-STORMWATER WETLAND
Provision of a stormwater wetland(see Section 6.4.3,p. 6-89)or combined detention and stormwater
wetiand(see Section 6.4.4,p.6-95)satisfies the 50 percent zinc removal goal without additional
facilities. The large amount of organic material in the stormwater w•etland provides organic binding sites
and is considered verv effective in removing metals.
❑ ENHANCED BASIC OPTION 3-TWO-FACILITY TREATMENT TRAIN
This option uses one of the basic water qualiry treatment options listed in Table 6.1.2.A (p. 6-8)followed
by a basic sand filter(see Section 6.5.2,p. 6-]04), sand filter vault(see Section 6.5.3,p. 6-123), linear
sand filter(see Section 6.5.4,p.6-129),or StormFilter with CSFT"' leaf compost media(see Section 6.5.5,
p. 6-134).
3 The Enhanced Basic W�menu targets different pollutants than the lake or bog protection menus. It dces not necessarily
provide a higher level of treatment except for the target pollutant,metal contamina�ts.
4 This goal assumes total zinc concentrations for untreated runoff are between 0.10 and 0.25 milligrams per liter(m/L). For
projects that are expected to generate higher levels of inetals,such as a mining operation,a higher Veatment goal may be
appropriate.
2009 Surface Water Design Manual 1�9�2009
6-7
SECTION 6.1 \�'ATER QL;ALITI'�1E�1�S
TABLE 6.1.2.A
PAIRED FACILITIES FOR E'VH.ANCED BAS[C TREATNIENT TRAIn�,OPTIOI�3
First Basic WQ Facility: Second WQ Facility:
Biofiltration swale(Sections 6.3.1, 6.3.2, and Basic sand filter or sand filter vault(Section 6.5.2
6.3.3) or 6.5.3)or StormFilter with CSF(Section 6.5.5)
Filter strip(Sections 6.3.4 and 6.3.5) Linear sand filter(Section 6.5.4)with no
presettling cell needed
Linear sand filter(Section 6.5.4) Filter strip(Sections 6.3.4 and 6.3.5)
Basic wetpond (Section 6.4.1) Basic sand filter or sand filter vault(Section 6.5.2
or 6.5.3)or StormFilter with CSF(Section 6.5.5)
Wetvautt(Section 6.4.2) Basic sand filter or sand filter vault(Section 6.5.2
or 6.5.3)or StormFilter with CSF(Section 6.5.5)
Basic combined detention and wetpool facility Basic sand filter or sand filter vault(Section 6.52
(Section 6.4.4) or 6.5.3)or StormFilter with CSF(Section 6.5.5}
Basic sand filter or sand filter vault StormFilter with CSF (Section 6.5.5)
(Sections 6.5.2 or 6.5.3}. A presettling cell is
requrred ii the sand�Iter is not preceded by a
detention facility.
StormFilter with ZPG(Section 6.5.5} Basic sand filter or sand filter vault(Section 6.5.2
or 6.5.3)or StormFilter with CSF(Section 6.5.5)
I
i
1'9'2009 2009 Surface Water Design Manual
6-S
APPENDIX B
OFF-SITE ANALYSIS FIELD 1NSPECTION PHOTOS
1 of 9
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I ��s for reterence on y.Da�a layers that appea•o�this map may or may not be", Clty Of��('f'1 ;
(373 _ - 0 186 373 Feat RentonMapSuppoAQRentonwa.gov accurete,current,or otherw�se re�a6:e I V l l _:
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OFF-SITE ANALYSI5 DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL,CORE REQUIItEMENT#2
Black River Watershed
Basin: 5ubbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Potential Observations of field
Corrrponent Type, Componerrt from site Problems Problems inspecta�, resource �
; Name, and Size Descr' tian disch e reviewer, or resident '
see map Type: sheet flow, swale. dramage basm,veget�on. 96 '�:ml= 1,320 R constnc4ons,under capacrty,pondmg, tnbutary area.Iikelihood of problem,
stream,channel,pipe, cover,depth.type oi sensfive overtoppirig,flaodmg,habrtat or organ�sm overflow pathways,potentral impects
pond, Size:diameter, area,volume destruchon,scourmg,bank 5loughmg.
surtace area sed�merttabon,maswn,other erosion
O (�Q 7�p� i See Map See Map None None dE-OsrE,�T � aNa�P
R G�Nd�d7�wS
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ceNt.��TE 7.�J'J'ERza�
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Q I$'"coNG PzPG
d cv�v � 7.�1Tt,�C7�d�
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s �g���or�L P=PE
1/9/Z009
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Carr/Benson Velmeir Retail Pharmacy 3 of 9
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL, CORE REQUIItEMENT#2
Basin: Black River Watershed Subbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Potential 4bserva�tions of field
Gomponent Type, Component from site Problems Problems insp�cto�, resource
Mame, and Si=e Descri tion disch e reviewer, or residerrt
• see map Type sheet flow,swale, dratirtape basin,vepetation, % %:ml= 1.320 h consfic0o�s,under capeaiy,pondmg, tnbutary area,hkel�hood oi prnblem, 1 �
•i stream,channel,pipe, cover,depth,type of sensitive overtoppmg,floodmg,hab�tat or organ�sm overflow pathways,pnhantial impacts � '
pond;Si2e:diamete�, area,volume destruction,scounng,hank sloughing, t
surface area sedrmerrtation.masion other e►osion '
See Map See Map None None �ffi 'W�uc- �g"GMp teNNBe�
Ib G(3 TyP� Z(� T� r.ct � L�e,�ts, r�u
�,� �$.. �on�L PIP� � nN
�iTO�s 8�
I� � TY1'C 2, 4�" l,nD� co��z�zoNs ��r P�
19 2�'" PZP�
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2� Z�t" Pz/�
22 G$ d� M fi�
UNA�LE Te �8d� e.�D
z3 Z�" P�P�
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� Z5 2 �� Pi6� t.
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N�61I�I.E T� /�r9�d� ly�P
ZT GL� . N9 A�P{�R�T D�AsruAb� 7� �
Z$ PT�G
29 �'�PiI�G NND�/�Z S W14G�G 1"1 Y canrNEGT Ta?=�rtr1 p vdA�•E
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1/9R009
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l:afl"/B@C1SOf1 Vell'1'1@If K@t811 I-'f1aC't11aCy 4 of 9
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL,CORE REQUIItEMENT#2
Black River Watershed
Basin: Subbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distanae Existing Potential Observatio� of field ,
Gomponent Type, Componerrt from site Problems Problems inspectur, resource
Name, and Siie Descr' tion discha e reviewer, or resident
see map Type sheet flow, swale, dramage basm.vegetabon, 96 ',:ml= 1,32p ft consfictions,under qpacrty,pondmg, tributary aree,likelihood of problem.
stream,charrnei,prpe, cover,depth,type of sens�rve overtoppmg,floosi�ng, habitat or orgarnsm overflow pathways.potental�mpacts
pond:Slze:diameter, area,volume desUuc6on,scounng.bank sloughing,
surface area �dtmentation,masion,other ernsion
Q �jW1�(.� l��ZASS ��Gc'YM'7��1 See Map See Map None None M�►sNT�zNE�
3Z 1 Z" C,•�NG Pxo�
�.i3� GL3
� l2" WNc P�P�
v�l�TA�?zo�.l o''�elr�eawN ��'►►�►T�d�
35 RoA�DSZO� ryrr�,+�4 � �zas
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1/9/2009
5 of 9
Photo Grou \o. 1
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Stormwater discharges from northwest portion of site through catch basin and sheet flow down driveway. I!
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Stormwater leaves site and enters roadside ditch on south side of SE 174`h St, east of 106`h Pl SE. Note
dcbris`garbage in ditch and o��cr��T-o«n vegetation.
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Roadside ditch enters piped portion of downstream system at southeast corner of SE 174t St and 106` Pl
SE.
6 of 9
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Piped portion of downstream system continues along south side of SE 174` St. Catch basin in lower right
photo located at southeast corner of SE 174`h St and S 36`h Pl appears to be missing some bricks on
interior side.
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Piped system crosses to northwest corner of SE 174` St and S 36t Pl and drains down steep slope off to
the right side of the roadway in the right photo.
7 of 9
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Photo on left is looking back up at SE 174` St(and 103r Ave SE). The piped system is located in a
grassed area on the west side of 103`d Ave SE and is routed to the left of the photo down a steep slope.
I� Photo on the right is looking at bushes before drop off to steep slope.
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Manhole covers for the piped system located on slope were not found. The downstream system appears
to outfall into a wooded area beyond the '/4 mile flowpath based on City of Renton GIS maps.
8 of 9
Photo Grou No. 2
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Stormwater discharges from south«�est portic�n of site through catch basin and 3"pipe under sidewalk.
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Sitc dischar�c fr��m upstrcam catcl� b.i�in ancl �" ��ipe appears to outfall to a grass lined swale.
Connections from upstream components either the catch basin shown located upstream of a grass lined
swale or outfalls to the swale directly were unable to be confirmed because catch basin cover could not be
removed and pipe outfalls were not found. Note flow of water in swale.
9 of 9
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Grass lined swale flo�i s around northeast corner of SE Carr Rd and 106 Pl SE and enters roadside ditch
,�nd rul��crt .��tcm zlun� east sidc of]06'�' PI SE. �
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(�vergro«ii roadside �iitch drains to first le� of the downstream system along south side of SE 174`�' St as
shown above in Group Photo No. 1 through a catch basin located in southeast corner of SE 174`h St and
106`h Pl SE.
APPENDIX C
BOND QUANTITY WORKSHEET
1 of 7
Site Improvement Bond Quantity Worksheet
Orlpinsl bond computadons propand by:
Nams: Dsb:
PE R�pbtratlon Numb�r. Td.N:
Flrm Name:
Address: ProJed No:
ROAD IMPROVEAAENTS 8 DRAiNAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND'," PUBLIC ROAD 3 DRAINAOE
AMOUNT MAINTENANCEIDEFECT BOND'!'
StabflizaUo�/Erosion Sediment Control(ESC) (A) S 1�OCv -p�
Existlng Right-0}-Wey Improvements (B) s 3S�o3 -Sp
Future Public Road Improvements&Dralnage Fadlitles (C) S ���F'1'a' -°i3
Private Improvements (D) $ 1�"�'j�„+�y� -y�{
ConstructlonBond'Amount (A+g+C;D) = TOTAL (T) a l, OZ•�,��u -��
�—r
Minimum bond'emount Is 51000.
(B+C)x
Maintenance/Defed Bond'Total 0.20= s �1�7'�$ -b`�
NAME OF PERSON PREPARING BOND'RFAUCTION: Date:
•NOTE:The word'bond'as uaed in thls document means any flnandel guerentee acceptabie to the City of Ranton.
"NOTE:qp prices include labor,equlpment,rt►eleriels,overhead and proflt Pricea ero hom RS Msans dafa sdJusted for the Seettls area
or from local aources fl not Induded In the RS Means detabese.
REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY RDSD
Page 1 of 1 Unft prices updated:2/12/02
Version:4/22/02
REF&H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
2of7
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Quarttlty Completed
RIgM-0f-Way Road improvemarrts Improvemertts (Bond Radudion'
b Drelnage Facllkles Quant.
n�t nCe rnt uan. s uarrt. ost uant ost Compiete Cost
N ERAI.ITEMS N
Backflll 8 Compaclion-embankment GI-1 a 5.82 CY � 56.Z V '�'� 1 O S •'l v "1 O 1.� IS. 0.00
Beckfill&Compadbn-trench GI-2 $ 8.53 CY 0.00 1 p S,jO ?�p Z I 32. O�A:99 0.00
GI-3 $ 0.38 SY 0.00 0.00 0.00 0,00
GI-4 3 8,878.16 Acre 0.00 0.00 0.00 0.00
F�ccavatlon-bulk GI-5 $ 1.50 CY 0.00 0.00 ptl� 9 00� ut� . 0.00
Excavatton-Trench GI-8 $ 4.08 CY 0.00 S O 'j,o l•00 �1 pao u 60 &B6 0•00
GI-7 $ 18.55 LF 0.00 0.00 0.00 0.00
�,p F ' GI-8 13.44 LF �}G� � �1 , �p A.00 0.00 0.00
OI-9 $1,271.81 Each 0.00 0.00 0.00 0.00
I-1 12.12 LF 0.00 0.00 0.00 0.00
FIII&compact-common barrow GI-11 3 22.57 CY v 22 S.'10 ` p Z,1�,"�p �opo 1t S��•nb 0.00
Fill 8�compact-gravel base (31-1 $ 25.48 CY i p 2S • p �p , o {a:69 �o• ' y 6 6+OG 0.00
Fill 8 compact-screened topsoil GI-1 $ 37.65 CY 6' 1 $`1,25 S ► ,1 1'�`�•40 • 0.00
GI-1 $ 54.31 SY 0.00 0.00 0.00 0.00
, I-1 S 74.85 SY 0.00 0.00 0.00 0.00
GI-1 $ 132.48 SY 0.00 0.00 D.00 0.00
Grading,flne,by hand GI-1 $ 2.02 SY ;.ti.l O s 1�7.1� 4�4•l0 0.00
ketP GI-1 � 0.95 SY 0.00 0.00 �, '� 9`�.OS • 0.00
Menamenti,3.lawg GI-1 $ 135.13 Each 0.00 0.00 0.00 0.00
Senailivefeta,r6ign GI-2 $ 2.88 Each 0.00 0.00 0.00 D.00
5odding,1"deep,sloped ground GI-21 a 7.46 SY � 1 1 I,ry o A+00 �S I�i. ` b $p �L�1,vv 0.00
GI- S 788.26 Day 0.00 0.00 0.00 0.00
GI-2 $1,556.84 Acre 0.00 D.00 0.00 0.00
01-2 $ 85.18 HR 0.00 0.00 0.00 0.00
I-2 $ 7.59 SY 0.00 0.00 0.00 0.00
���� 4'.�_���r GI-2 $ 8.33 SY 0.00 0.00 0.00 0.00
I-2 s 8.19 SY 0.00 0.00 0.00 0.00
GI-2 $ 44.18 SF 0.00 0.00 0.00 0.00
a ,roc ery - 31 6'B"1. �
Page 2 of 7 SUBTOTAL g'��•�� 9rCQ S'S b`l• p� G+G9' �"'p'I'�`�}+-1L�690` 0.00
1 l7 �bOZ..9 0
Unit prlces updated:2/12/02
Verslon:4/22/02
REF&H BOND QUANTITY WORKSHEET.xIs Report Date:1h9/2010
I� _ _
I
3 of 7
Site Improvement Bond Quantity Worksheet
E�c sting Fufure Pubiic Prlvah Bond Reduction'
RipMvf-vray Road Improvements improvemerhs
6 Drainage FacliFtles Quant.
rnt nce rnt uant. ost uant. ost uant. ost Complete Cost
ROADIMPROVEMENT No.
AC Grinding,4'wide rtwchine<1000sy RI-1 $ 23.00 SY 0.00 0.00 0.00 0.00
AC Grfndin ,4'wide machf�e 1000-2000 RI-2 3 5.75 SY 0.00 0.00 0.00 0.00
AC Grindinp,4'wide machlne>2000sy RI-3 $ 1.38 SY 0.00 0.00 0.00 0.00
AC Removal/DleposeURepair RI•4 s 41.14 3Y Z,So l0 1��.+9c7 7.So 1�72$S.Ov o}� �F S 4, � 0•�
Barrfcade,type I RI-5 s 30.03 LF 0.00 0.00 0.00 0.00
Barricada,type III(Pertnanent RI-8 45.05 LF 0.00 0.00 D.00 0.00
Curb 8 Gutter,rolled RI-7 13.27 LF 0.00 0.00 D.00 0.00
Curb 8 C3utter.verticel RI-8 9.69 LF I +}O't l.'�3 I S' I'+S.) � 2.c� 1 1'�I 5,L I 0.00
Curb and Gutter,demolitlon and dis osal RI-9 a 13.68 LF 0.00 0.00 0.00 0.00
Curb,extruded asphatt RI- 2.44 LF 0.00 0.00 0.00 0.00
Curb,exVuded conc.�ete RI-11 s 2.58 LF 0.00 0.00 0.00 0.00
Sawcut,asphalt,3'depth RI-1 3 1.85 LF $41,laC 0.00 0.00 0.00
Sewcut,concrete,par 1"depth RI-1 1.88 LF 0.00 0.00 0.00 0.00
Sealant,asphalt RI-1 $ 0.99 LF 0.00 0.00 D.00 0.00
Shoulder,AC, (sea AC roed unit p�lce) RI-1 $ - SY 0.00 0.00 0.00 0.00
Shoulder,graval,4"thick RI-1 $ 7.b3 SY 0.00 0.00 0.00 0.00
5ldewalk,4"thick RI-1 30.52 SY 0.00 $Z .I l O 7 y y. � 0.00 0.00
Sidewalk,4"thick,demolitlon and dlspos RI-1 $ 27.73 5Y �., 0.00 0.00 0.00
Sidewalk,5"thick RI-1 34.94 5Y 0.00 0.00 0.00 0.00
Sfdewalk,5"thick,demolition and dispos RI-2 S 34.65 3Y 0.00 0.00 0.00 0.00
Sign,handicep RI-21 s 85.28 Each 0.00 0.00 tl�, IZ. 0.00 0.00
Striping,per stall RI- 5.82 Each 0.00 0.00 � 1. 0.00 O.DO
Striping,thermoplasdc,(for crosswalk) RI-2 $ 2.38 SF 0.00 0.00 S �.00 0.00 0.00
p�ng, re ecto a ne .
Page 3 oi7 SUBTOTAL ��j bZa.33 aee- 1v bi3•'�� ��' ��0�Sg•S�� �•�
Unit prices updated:2/12/U2
Verslon:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date:1/19/2010
4 of 7
Site Improvement Bond Quantity Worksheet
Existing Futuro Public Private Bond ReducUon'
RIgM-0f-wry Rnad Improvements improvemenffi
8 Dralrmige Facllitiea Quant.
rnt nce nd uant. st uant .ost uant. t Complete Cost
For KCRS'93,(additional 2.5"bese)add RS-1 S 3.80 SY 0.00 0.00 0.00 0.00
AC Overla ,1.5"AC RS-2 3 7.39 SY 0.00 0.00 0.00 0.00
AC Overlay,2"AC RS-3 $ 8.75 SY 0.00 0.00 0.00 0.00
AC Road,2",4"rock,First 2500 SY RS-4 S 7.24 SY 0.00 �}z. .D�( 0.00 0.00
AC Road,2",4"rock,Qry.over 2500SY RS-5 $ 13.36 SY 0.00 0.00 0.00 0.00
AC Road,3",4"rock,Fi►st 2500 SY R -6 19.69 SY 0.00 0.00 0.00 0.00
AC Road,3",4'rock,Uty.over 2500 3Y RS- $ 15.81 SY 0.00 0.00 0.00 0.00
AC Road,5",Fl►st 2500 SY RS-8 S 14.57 SY 'ZO'1.31 �e S $�1.b� 06 • 0.00
AC Road,5",ary.Over 2500 SY RS-9 S 13.94 5Y 0.00 0.00 S S7 '70`t S 0.00
AC Road,6',First 2500 SY S-1 3 18.78 SY 0.00 0.00 O.DO 0.00
AC Road,8',Qty.Over 2500 SY S-1 3 18.12 SY 0.00 0.00 0.00 0.00
Asphalt Treated Base,4"thick S-1 $ 9.21 SY 0.00 0.00 0.00 0.00
Grevel Road,4'rock,First 2500 SY S-1 : 11.41 SY 0.00 0.00 0.00 0.00
Gravel Road,4"mck,Qty.over 2500 SY S-1 3 7.53 SY 0.00 0.00 0.00 0.00
PCC Road,5",no base,over 2500 SY 5-1 $ 21.5 SY 0.00 0.00 0.00 0.00
PCC Road, B',no base,ovar 2500 SY S-1 $ 21.87 SY ] Z,q'y )Z. 0.00 0.00 0.00
c en ge -
Page 4 of 7 SU870TAL �{') �,6� 0.04 �II�I. 67 g.gp �lo�6D.b�0.g9� 0.00
Unft prices updated:2/1?J02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date:1H9/2010
I
I
5 of 7 '
Site Improvement Bond Quantity Worksheet
Existing uturo Publ c Private Bond Radudlon' �
Right-of-way Road Improvemeras Improwmortts
8 Drairtage Facifities Quant.
n�t nce n�t uan ost uartt. st uartt. ost Complete Cost
- For Culvert pnces, Average of 4'mver was assumed.Assume perforated PVC Is sama price as solid pipe.
Access Road,R/D D-1 S 18J4 SY 0.00 0.00 0.00 0.00 '
Bollerds-flxed D-2 3 240.74 Each 0.00 0.00 0.00 0.00 I
BoHards-removeble D-3 $ 452.34 Each 0.00 0.00 0.00 0.00 ,
' CBs include frame and Iid) �
CB Type i D-4 a 1.257.84 Each 0.00 0.00 0.00 0.00
CB Type IL D-5 S 1,433.59 Each 0.00 0.00 � �4 3.S�l • 0.00
CB Type Ii,48'dlameter D-8 S 2,033.57 Eech 'Zo , 9:60 1 Z.a� .S7 0.00 �V Zo]33•'70 �6:90 0.00
for additbnal depth over 4' D-7 $ 438.52 F7 3 1309.56 0.00 3 Z,7 � 0.00
CB Type II,54"dlameter D-8 $2,192.54 Each 0.00 0.00 0.00 0.00
for additional depth over b' D-9 S 488.53 FT 0.00 0.00 0.00 0.00
CB Type II,80"diameter D-10 $2,351.52 Each 0.00 0.00 0.00 0.00
for add'rtional depth over 4' D-11 $ 538.54 F7 0.00 0.00 0.00 0.00
CB Type II,72'dlemeter D-12 S 3,212.64 Each 0.00 0.00 0.00 0.00
for addiUonal depth over 4' D-13 $ 892.21 FT 0.00 0.00 0.00 0.00
Throu h-curb Inlet Framework(Add) D-14 $ 366.09 Each 0.00 0.00 0.00 0.00
Cleanout,PVC,4" b-15 S 130.55 Each 0.00 0.00 0.00 0.00
Cleanout,PVC,6" D-18 S 174.90 Each 0.00 0.00 0.00 0.00
Cleanout,PVC,8" D-17 $ 224.18 Eech 0.00 0.00 0.00 0.00
Culvert,PVC,4" D-18 $ 8.84 LF 0.00 0.00 0.00 0.00
Cuivert,PVC,6' D-19 $ 12.80 LF 0.00 0.00 0.00 0.00
Culvert,PVC, 8" D-20 $ 13.33 LF 0.00 0.00 0.00 0.00
Culvert,PVC,12" D-21 Z 21.77 LF 0.00 0.00 0.00 0.00
CulveR,CMP,8' D-22 S 17.25 LF 0.00 0.00 0.00 0.00
Culvert,CMP,12' D-23 $ 26.45 LF 0.00 0.00 0.00 0.00
Culvert,CMP,15" D-24 $ 32.73 LF 0.00 0.00 0.00 0.00
Culvert,CMP,18" D-25 3 37.74 LF 0.00 0.00 0.00 0.00
Culvert,CMP,24" D-28 s 53.33 LF 0.00 0.00 0.00 0.00
Culvert,CMP,30" D-27 $ 71.45 LF 0.00 0.00 0.00 0.00
Culvert,CMP,38" D-28 112.11 LF 0.00 0.00 0.00 0.00
Culvert,CMP,48' D-29 S 140.83 LF 0.00 0.00 0.00 0.00
Culvert.CMP,80� D-30 S 235.a5 0.00 0.00 0.00 0.00
u ert,
Page5of7 SUBTOTAL 3343• �) a.00. ZO�S•�j7 a,pQ �7Q�7•�q AA6 0.00
Unit prices updated:2/12/02
Version:4/22/02
REF&H BOND QUANTITY WORKSHEET.xIs Report Date:1h9/2010
6 of 7
Site Improvement Bond Quantity Worksheet
Ex st np Future Pubiic PAvate Bond Reduction•
Right-af-vray Rosd Impmvemertts Improvemorrts
DRAINAGE CONTINUEI) 8 Dralnage Faciiities Quant.
o. rnt nce nit uant. ost uant, ost ant. ost Complete Cost
Culvert,Concrete,8"
Culvert,Concrete,12" D-33 a 30.05 LF 0 0 0 0
Culvert,Concrete,15" D-34 $ 37.34 LF 0 0 0 0 �,
Culvert,Concrete,18" D-35 $ 44.51 LF 0 0 0 0
Culvert,Concrete,24" D-38 S 61.07 LF 0 0 0 0
Culvert,Concrete,30" D-37 $ 104.18 LF 0 0 0 0
Culvert,Concrete,36" D-38 $ 137.63 LF 0 0 0 0
Culvert,Concrete,42" D-39 $ 158.42 LF 0 0 0 0
Culvert,Concrete,48" D-40 175.94 LF 0 0 0 0
CulveR,CPP,8" D-41 s 10.70 LF 0 0 D 0
Culvert,CPP,8" D-42 S 16.10 LF 0 D q 1 9.S 0 0
Culvert,CPP,12' D-43 $ 20.70 LF � �!, p 0 1 SS �2,`b S�7 $ 0
Culvert,CPP,15" D-44 $ 23.00 LF 0 0 0 0
Culvert,CPP,18" D-45 $ 27.60 LF 0 0 0 0
Culvert,CPP,24" p-48 s 36.80 LF 0 0 0 0
Culve�t,CPP,30" D-47 s 48.30 LF 0 0 0 0
Cuivert,CPP,38" D-48 s 55.20 LF 0 0 0 0
Dltching D-49 $ B.08 CY 0 0 0 0
Flow Dispersal Trench (1,438 base+ D-50 $ 25.99 LF
French�rafn (3'depth) D-51 $ 22.80 LF 0 0 0
Geotexdle,lald In trench,polypropylene D-52 $ 2.40 SY 0 0 0 0
Inflltratfon pond testing D-53 $ 74.75 HR 0 0 0 0
Mid-tank Access Riser,48"dia, 8'deep D-54 a 1,805.40 Eech 0 0 0 0
Pond OverBow SpHlwa D-55 $ 14.01 SY 0 0 0 0
Restrictor/OII Separator,12" D-56 1,D45.19 Each 0 0 0 0
Restrictod011 Separator,15' D-57 1,095.56 Each 0 0 0 0
Restriclor/OII 5eparatw,18" D-58 $1,148.16 Each 0 0 0 0
Riprap,placed D-59 3 39.08 CY ��} y 1,i Z 0 I 4").�2. 0
Tank End Reducer(36"dlameter) D-80 3 1,000.50 Each 0 0 0 0
Trash Rack,12" D-61 $ 211.97 Each 0 0 0 0
Trash Rack,15" D-82 $ 237.27 Each 0 0 0 0
Trash Reck,18" p-63 288.89 Each 0 0 0 0
ras ac
PageBof7 SUBTOTAL ��l$, �1�.. $ 0 �710j,1t�- 0
Unit prices updated:2/12/02
Verslon:4/22/02
REF&M BOND QUANTITY WORKSHEET.xIs Report Date:1/19/2010
7of7
Site Improvement Bond Quantity Worksheet
E�c rtg Futurs Pubiic Prfvade Bond Reductlon'
RfgM-of-way Road improveme�s Improvemarrts
3 Dralmga FaGliities Duant.
n�t nce rnl uant. r ce uant ost uant. ost Compiete Cost
PARKIN OT S R CIN
N
2`AC,2"top course roek 8 4"borrow PL-1 a 15.84 SY 0 0 0 0
2'AC, 1.5" top course 8 2.5"bese cou PL-2 S 17.24 SY 0 0 Zl�i't 5�oS 1 0 0
4"select borrow PL-3 S 4.55 SY 0 0 0 0
1.5"top courae rock 8 2.5"base course PL-4 S 11.41 SY 0 0 0 0
WRITE-{N AAS
(Such as detenlioNwater quallty veults.) N .
U • � e.,+u,. wi-� w ��,� eecn a o o.00 boo aou � o.00
W i-2 5Y 0 0.00 0.00 0.00
I-3 C 0 0.00 0.00 0.00
WI-4 LF 0 0.00 0.00 0.00
p,a, l .. ,.;,k � wi-5 � � o ax� S aco o.00 0.0
wi-s o o.00 o.00 o.00
wi-� o o.00 o.00 o.00
wi-a o o.00 o.00 o.00
WI-9 0 0.00 0.00 0.00
vw-�o
SUBTOTAL 0.00 �;�p 0� o-ee 645�65�c�ee. 0.00
SUBTOTAL(3UM ALL PAOE3): Z7 23),y 6 0:99 y���j�} .$6 o-eo 1314�g��'�6�e90 0.00
6
30°/.CONTINQENCY i MOBIUZATION: S,�7�,O�{ 0.00 ��,,,1''�0, �7 0.00 3��y 5� •� 6+6�' 0.00
--r
GRANbTOTAL: �`�`)o'�,��0.00 Sl 4�y,`1 3 0.00 I� Z ZZ-9�•�0:0� 0.00
COLUMN: B C
Page 7 oi 7
Unit prices updated:?J12IO2
Version:4/22/02
REF&H BOND DUANTITY WORKSHEET.xIs Report Date:1/19R010
APPEI�DIX D
DECLARATION OF COVENANT
'
RECORDING REQUESTED BY A:�]D
WHEN RECORDED MAIL TO:
CITY CLERK'S OFFICE
CITY OF RENTON
1055 SOUTH GRADY WAY
RENTON, WA 98057
DECLARATION OF COVENANT
FOR INSPECTION AND MAINTENANCE OF STORMWATER
FACILITIES AND BMPS
Grantor:
Grantee: City of Renton
Legal Description:
Additional Legal(s) on:
Assessor's Tax Parcel ID#:
IN CONSIDERATION of the approved City of Renton permit
for application file No. LUA/SWP relating to the real property ("Property")
, described above, the Grantar(s),the owner(s) in fee of that Property,hereby covenants(covenant)with the
City of Renton, a political subdivision of the state of Washington,that he/she(they)will observe, consent
to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 belo«-
with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3.
Grantor(s)hereby grants(grant), covenants(covenant), and agrees(agree) as follows:
Form Rc�i,ed 12r'12r'O6 1
1. The Grantor(s) or his/her(their)successors in interest and assigns ("Owners") shall at their
own cost, operate, maintain, and keep in good repair,the Property's stormwater facilities and best
management practices ("BMPs") identified in the plans and specifications submitted to the City of Renton
for the review and approval of permit(s)#: . Stormwater facilities
include pipes, swales,tanks, vaults,ponds,and other engineered structures designed to manage
stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native
vegetated areas,permeable pavements,vegetated roofs, rainwater harvesting systems, reduced impervious
surface coverage, and other measures designed to reduce the amount of stormwater runoff on the
Property.
2. City of Renton shall have the right to ingress and egress over those portions of the Property
necessary to perform inspections of tbe stormwater facilities and BMPs and conduct other activities
specified in this Declaration of Covenant and in accordance with RMS 4-6-030. This right of ingress and
egress, right to inspect, and right to perform required maintenance or repair as provided for in Section 3
below, shall not extend over those portions of the Property shown in Eachibit "A."
3. If the City of Renton determines that maintenance or repair work is required to be done to any
of the stormwater facilities or BMPs, City of Renton shall give notice of the specific maintenance and/ar
repair wark required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such
work is to be completed by the Owners. If the above required maintenance or repair is not completed
within the time set by the City,the City may perform tbe required maintenance or repair, and hereby is
given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written
� notice will be sent to the Owners staring the City's intention to perform such wark. This work will not
commence until at least seven(7)days after such notice is mailed. If, within the sole discretion of tl�e
City,there exists an imminent or present danger,the seven(7)day notice period will be waived and
maintenance andlor repair work will begin immediately.
4. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on
the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal
Form Reviscd 12.%12i06 2
successor's codes as applicable and herein incorporated by reference, The City may take measures
specified therein.
5. The Owners shall assume all responsibility for the cost of any maintenance or repair work
completed by the City as described in Paragraph 3 or any measures taken by the City to address I
hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the
County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue
payments will require payment of interest at the current legal rate as liquidated damages. If legal action
ensues,the prevailing party is entitled to costs or fees.
6. The Owners are hereby required to obtain written approval from City of Renton prior to
filling, piping, cutting, or removing vegetation(except in routine landscape maintenance) in open
vegetated stormwater facilities (such as swales, channels, ditches,ponds, etc.), or performing any
alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of
Covenant.
7. Any notice or consent required to be given or otherwise provided for by the provisions of this
Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail,
return receipt requested.
8. With regard to the matters addressed herein,this agreement constitutes the entire agreement
between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever
whether oral or written.
9. This Declaration of Covenant is intended to protect the value and desirability of the real
property described above, and shall inure to the benefit of all the citizens of the City of Renton and its
' successors and assigns. This Declaration of Covenant shall run with the land and be binding upon
Grantor(s), and Grantor's(s') successors in interest, and assigns.
10. This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City that is recorded by King County in its real properry records.
Form Revised 12�12/06 3
�
I:�1 �'�'ITNESS ��'HEREOF, this Declaration of Covenant for the Inspection and '.Vlaintenance of
Stormwater Facilities and BMPs is executed this day of , 20
GRANTOR, owner of the Property
GRANTOR, owner of tbe Property
STATE OF WASHINGTON )
COLJNTY OF KING )ss.
On this day personally appeared before me:
,to me known to be the individual(s)described in
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed, for the uses and purposes therein stated.
Given under my hand and official seal this day of , 20
Printed name
Notary Public in and for the State of Washington,
residing at
My appointment expires
'
Form Rcviscd 12-1?r06 4
APPENDIX E
KING COUNTY STORMWATER POLLUTION PREVENTION PLAN
RELEVANT ACTIVITY WORKSHEETS AND BMP INFO SHEETS
; �
' �
�
'
S I
Name: Velmeir Retail Pharmac Draina e Plan �Business T pe: Retail
Address:
, Activity i Use this worksheet to identify the activities that you conduct. Do you conduct this
' Sheet '� Interpret the categories broadly. Numbers A-1 —A-45 aCtivity? If so,
Number correspond to sheets located in Chapter 3. where?
TYPE OF ACTIVITY INDOORS ouT�ooRs
�
A-1 , Required BMPs for All Commercial Properties X '
A-2 I Storage of Liquid Materials in Stationary Tanks
A-3 i Storage of Any Liquid Materials in Portable Containers
A-4 I Storage of Soil, Sand, and Other Erodible Materials
i
A-5 Storage of Pesticides and Fertilizers
A-6 Storage and Treatment of Contaminated Soils
A-7 Storage and Processing of Food Items
A-8 Storage of Solid Wastes and Food Wastes (Including Cooking
Grease)
A-9 Storage of Scrap and Recycling Materials (Including Auto
Recycling Facilities)
A-10 Treatment, Storage, or Disposal of Dangerous Wastes
i`
A-11 Cleaning or Washing of Tools and Equipment
A-12 Cleaning or Washing of Cooking Equipment
A-13 Vehicle Washing and Steam Cleaning
! A-14 Interior Washing Operations (Including Mobile Contractors)
� A-15 Pressure Washing of Buildings, Rooftops, and Other Large
i Objects
' A-16 Truck or Rail Loading and Unloading of Liquid Materials
A-17 Fueling Operations
A-18 Engine Repair and Maintenance
A-19 Concrete and Asphalt Production at Stationary Sites
A-20 Concrete and Asphalt at Temporary Sites
A-21 Manufacturing and Post-Processing of Metal Products
January 2009 King County Stormwater PoNution Prevention Manual
Activity Use this worksheet to identify the activities that you conduct. Do you conduct this
Sheet �nterpret the categories broadly. Numbers A-1 -A-45 aCtivity? If so,
Number correspond to sheets located in Chapter 3. where?
TYPE OF ACTIVITY INDOORS ouT�ooRs
A-22 I Painting, Finishing, and Coating of Vehicles, Products, and
� Equipment
A-23 Wood Treatment and Preserving I
A-24 Commercial Composting I
A-25 Chemical Applications-Other than for Landscaping �
r������"`�r�_ ��, .�� -,,._� , ��. �..
_. ._ ., . . .
A-26 Landscaping Activities X
_ �r�,: ' � i.
A-27 Clearing, Grading, and Preparation of Land for Small
Construction Projects
A-28 Demolition of Buildings
A-29 Building Repair, Remodeling, and Construction
A-30 Boat Building, Maintenance, and Repair
A-31 Vehicle and Equipment Parking and Storage ^ x
A-32 � Sidewalk Maintenance X
�
A-33 Swimming Pool and Spa Cleaning and Maintenance
A-34 � Keeping Animals in Controlled Areas
A-35 , Keeping Livestock in Stables, Pens, Pastures or Fields
A-36 I' Logging and Log Yards
A-37 Mining and Quarrying of Sand, Gravel, and Other Materials
A-38 Well, Directional and Geotechnical Drilling
A-39 Roof Vents and Fugitive Emissions (Including Dust)
A-40 Street Deicing Operations
A-41 Wheel Wash and Tire Bath Operations
A-42 Potable Water Line Flushing or Tank Maintenance
A-43 Use of Soil Amendments on Construction Sites
A-44 Dust Control and Soil Erosion and Sediment Control for
Manufacturing and Other Commercial Operations
A-45 Maintenance of Public and Private Utility Corridors and
Facilities
King County Stormwater Pollution Prevention Manual January 2009
�
Required BMPs for All Commercial Properties
�
The following B1��iPs are required if��ou own or occupy commercial,
industrial, agricultural, public, or multifamily residential property '
in unincorporated King County.
Clean Your Storm Drainage System
Maintain your storm drainage system by removing sediment and other
debris to prevent the transport of pollutants into receiving waters. The
storm drainage system includes all drains, catch basins, pipes, ditches,
gutters, and flow control and water quality facilities.
, See BMP Info Sheet 7 in Chapter 5 for details on drainage system
maintenance.
Eliminate Illicit Connections to the Storm Drainage S��stem
A common situation that can cause se�-ere storm��-ater pollution
problems is discharge of non-stormwater to the storm drainage system.
Examples are discharges from internal floor drains, appliances,
� industrial processes, sinks, and toilets. These are sometimes illegally or
inadvertently connected or drained to the nearby storm drainage system.
These discharges must go to the sanitary sewer system, a holding tank,
an on-site process water treatment system, or a septic system. You must
correct these illicit discharges. If you have any questions as to whether
your discharge is allowable, contact the King County Water and Land
Resources Division at 206-?96-1900. i
,See BMP Info Sheet 1 in Chapter 5 for information on how to
check for illicit connections. You can also ask for help from your ',
local sewer utility. If you find out that your internal drains are '
January 2009 King County Stormwater Pollution Prevenfion Manual
J
Requrred BMPs forA11 Commercral Properties(continued)
improperly connected to the storm drainage system, they ���ill need
to be either removed, permanently plugged, or connected to the
sanitary sewer, septic system, on-site treatment system, or a holding
tank.
Stencil Your Storm Drains
Stencil or apply storm drain markers adjacent to storm drains to help
prevent the improper disposal of pollutants. Storm drain inlets should
have messages such as "Dump No Waste - Drains to Stream" applied
next to the catch basin to warn against the intentional dumping or
discharge of pollutants. If the metal catch basin grate has been cast with
this message, marking the drains is still recommended, but may not be
required unless evidence is found that pollutants are being dumped or
washed to the storm drains.
For more information or assistance in implementing these best management practices,contact the King County
Department of Natural Resources and Parks W'ater and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharges to
the storm drainage system, you will be asked to take additional measures to correct the continued pollution
discharges.
King County Sformwater Pollution Preventron Manua! January 2009
�
Landscaping Activities and Vegetation Management
This broad activity encompasses all aspects of landscaping and vegctation management, from small-
scale yard maintenance to large-scale commercial landscaping businesses and vegetation
management programs. It includes vegetation removal, herbicide and insecticide application,
fertilizer application, watering, and other gardening and lawn care practices. Stormwater runoff from
areas that have been subject to pesticide or fertilizer application or extensi�-e clearing, grading or
cutting may be contaminated with pesticides and other toxic organic compounds, metals, oils,
suspended solids, nutrients from fertilizer, and coliform bacteria, and may cause biochemical oxygen
demand.
While not reyuired, consider using the Integrated Pest Management (IPM) approach for pest control.
IPM is an approach that uses an array of inethods to manage pest damage with the least possible
hazard to people and the environment. IPM uses a combination of biological, cultural, and physical
practices that can significantly reduce or eliminate the use of pesticides.
See Activity Sheets A-5, "Storage of Pesticides and Fertilizers" and A-3, "Storage of Liquid
Materials in Portable Containers." Landscaping activities related to golf courses should refer to King
County's Golf Course BMP Manual (see Chapter 6 of this manual for more information).
1Vote: The terrn pesticide inclt�des i�7secticrdes, herbicides,ftrngicides, rodef7ticides, etc.
�
The following BVIPs,or equivalent measures, methods, or practices
are required if��ou are engaged in landscaping activities:
Do not apply any pesticides directly to surface waters, unless the
application is approved and permittcd by the Washington State Department
of Ecology.
' Mix pesticides so that spilled material will not be washed to surface waters,
the storm drainage system, or onto the ground. Clean up any spills
immediately. Ensure employees are trained on the proper use of pesticides
and in pesticide application techniques to prevent pollution. Washington
pesticide law requires most businesses that commercially apply pesticides
to the property of another to be licensed as a Commercial .Applicator.
Follo��� manufacturers' recommendations and labcl directions. Pesticides
and fertilizers must never be applied if it is raining or about to rain. Do not
apply pesticides within 100 feet of surface waters such as lakes, ponds,
wetlands, and streams. This also can include stormwater convevance
ditches. Remove weeds/vegetation in stormwater ditches bv hand or other
January 2009 King County Stormwater Pollution Prevention Manual
Landscaping Acfivities and Vegefation Management(continued) I
mechanical means. Chemicals should be used as a last resort. �I',
. Dispose of grass clippings, leaves,branches, sticks,or other collected '
vegetation, by recycling, composting, or burning(if allowed}. Do not
dispose of collected vegetation into storm drainage systems, conveyance
ditches, storm«-ater ponds, or surface water. '
Usc mulch or other erosion control measures when soils are exposed for
more than one week during the dry season or two days during the rainy
scason.
� Implement v��ater conservation practices to assure sprinkler systems do not
"overspray" vegetated areas and discharge to hard surfaces such as
sidewalks, driveways, and parking lots. Adjust sprinkler heads accordingly. 'i
Minimize water use so runoff does not occur or enter storm drainage !I
systems. Use approaches to reduce water use such as those described in the I�
Natural Yardcare program. I
http://your.kingcounty.gov/solidwaste/naturalyardcare/watering.asp I
The King County Noxious Weed Control Program provides best ',
management practices for the removal of typical noxious weeds such as '
blackberry and purple loosestrife. Call 206-296-0290 or see
http://www.kingcounty.gov/environment/animalsandplantsrnoxious-
���cedsi�a,eed-control-practices.aspx for more information.
� � � • �
The following BMPs are optional unless the ab����c minimum required
BMPs do not provide adequate source contrul:
Integrated pest management(IPM), a comprehcn�i�� a���r:�,�,h l.� �h� u�� :�1�
pesticides is the most effective BMP measure that can be taken for
herbicide, insecticide, and fungicide use.
� See BMP Info Sheet 6 in Chapter 5 for information on IPM.
Fertilizers should be worked into the soil rather than dumped or broadcast
onto the surface. Determine the proper fertilizer application for the types of
soil and vegetation involved. Soil should be tested for the correct fertilizer
usage.
Use mechanical methods of vegetation removal rather than applying
herbicides.
King County Stormwater Pollution Prevention Manual January 2009
Landscaping Activities and Vegetatron Management(continued)
.=�n effcctive measure that can be taken to reduce pesticide use, e�ccssi��e
��atering, and removal of dead vegetation involves careful soil mixing and
layering prior to planting. A topsoil mix or composted organic material
should be rototilled into the soil to create a transition layer that encourages
deeper root systems and drought-resistant plants. This practice can improvc
the health of planted vegetation, resulting in better disease resistance and
reduced watering requirements.
Use native plants in landscaping. Native plants do not require extcnsive
� fertilizer or pesticidc applications.
For more information or assistance in implementing these best management practices, contact the King County
Department of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Vote: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
'
January 2009 Krng County Stormwater Po!(ution Prevention Manual
�
Vehicle and Equipment Parking and Storage ��
This activity applies to all types of parking lots (commercial, public, and private), retail store
parking lots, fleet vehicle lots and yards (including rent-a-car lots and car dealerships), industrial
areas, equipment sale and rental lots, and parking lot driveways. Stormwater runoff from these �
sites can be contaminated with toxic hydrocarbons and other organic compounds, oils and
greases, metals, nutrients, and suspended solids. I
� � - • • , �I
The followin BMPs, or e uivalent measures, methods, or ractices !
g q p
are required if��ou have parking lots and drive�i�a�-s:
S��-eep parking lots, storage areas, and driveways as needed to colle�t
dirt, ���aste_ and dehri�. D� n��t h��;e do���n the area to the �t�,�-�» dt-ain.,_��
system.
If washing�'pressure washing of the parking lot occurs, the wash �i-ater
must be collected and discharged to a sanitary sewer or other treatment
system. There are services that will clean parking lots and collect water
for off-site disposal. Never drain washwater to the storm drainage
� system.
, See BMP Info Sheet 2 in Chapter 5 for information on disposal
options.
Gravel and dirt lots may require additional BMPs to prevent sediment
laden water from leaving your site. Vehicles can track dirt out of
parking and storage areas onto public roadways. Basic sediment
controls as outlined in Appendix D ("Erosion and Sediment Control
Standards") of the King County Surface Water Design Manual must be
installed if other BMPs do not adequately control sediment laden water
from entering off site storm water conveyance systems or surface water.
VVheel wash facilities may need to be considered if track out of mud
becomes a problem. See Activity Sheet A-41, "Wheel Wash and Tire
Bath Operations."
January 20o9 King County Stormwater Pollution Prevenfion Manual
Vehicle and Equipment Parkrng and Storage (confinued)
� 1 I • � •
The following BMPs are optional, unless the above minimum
required B1�iPs do not pro�-ide adequate source control.
EncouraQe employees to carpool or use public transit throu�h
incentives.
Encourage customers to use public transit by re���arding valid transit
pass holders with discounts.
A catch basin insert configured for sediment and also oil removal may
remove some of the pollutants in runoff from this activity. Catch basin
inserts may require frequent maintenance to be effective. Carefully
consider this when evaluating your options.
Clean up oil and antifreeze spills with absorbent materials.
, See BMP Info Sheet 10 in Chapter 5 for more information.
For more information or assistance in implementing these best management practices,contact the King County
Department of Natural Resources and Parks Water and Land Resources Division at 206-296-190Q.
Reader Note: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharge,to
the storm drainage system. you��il] be asked to take additional measures to correct the continued pollution
dischar�es.
King County Stormwater Pollution Prevention Manual January 2009
�.
Sidewalk Maintenance
This activity applies if you have sidewalks. Litter accumulation on sidewalks can contribute
suspended solids to stormwater runoff; runoff from sidewalks crossing driveways may also have
hydrocarbon, oil and grease, and metal contaminants. If herbicides are used on sidewalks, toxic
pesticide compounds, oils, and metals may also be introduced into stormwater. If crack sealants
or surface coatings are applied, toxic hydrocarbons, oils and greases, and metals may be
contributed to stormwater runoff. Sidewalks and driveways are important areas to target for
stormwater pollution control because they typically drain directly to stormwater conveyance
facilities. Note that BMPs for driveways associated with parking lots are described under
Activity Sheet 31, "Vehicle and Equipment Parking and Storage."
e
The following BMPs, or equi�alent measures, methods, or practices
are reyuired if you are engaged in sidewalk maintenance:
Sweep sidewalks as needed to collect loose dirt and debris rather than
pushing it into the street or gutter or hosing it down. Collected materials
must be disposed of as solid waste.
Conduct spot stain removal instead of washing the entire sidewalk. Do
not use soaps and detergents to wash down sidewalks.
If pressure washing of sidewalks is needed, and soaps or other cleaners
are used, the wash water must be collected and disposed of to the
sanitary sewer or taken off site for appropriate disposal. If only water is
used, filtering devices at catch basins must be used to collect all solids
and debris.
January 2009 King County Stormwater Po!lutron Prevention Manual
Sidewalk Maintenance(continued)
� / / 1 �
The following BMPs are optional unless the above minimum
required BN1Ps do not provide adequate source control:
Use deicing salts and sands only when snow or ice is present (not as a
preventive measure) and apply sparingly. Shoveling of snow is always
preferred to dumping excessive amounts of deicing materials in an
effort to avoid shoveling. If deicing salts are used, the residue and
remaining granules must be swept up when the snow and ice have
melted, and reused or disposed of in your garbage.
For more information or assistance in implementing these best management practices,contact the King County
Department of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Vote: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system, you will be asked to take additional measures to correct the continued pollution
discharges.
�; '
Kin Count Sformwater Pollution Prevention Manual Janua 2009 'I
9 Y �1'
Illicit Connections
An illicit connection is a connection that could convey anything not composed entirely of surface
and stormwater directly to the storm drainage system or a water body. Many buildings
throughout King County could have illicit connections to the storm drainage system. These
typically include, but are not limited to, sanitary sewer pipes, process wastewater discharges,
sump overflows, and internal building drains connected to the storm drainage system. As a result
of illicit connections, wastewater containing a variety of pollutants is discharged directly to
storm drains and drainage ditches, and ultimately to receiving waters rather than to the sanitary
sewer system or a septic system. In many instances these connections are unknown to the
business or property owner, and may not show up on building drawings. Elimination of illicit
storm drainage connections is an important facet of stormwater pollution reduction and must be
addressed as a top priority. King County is currently making a committed effort to determine
where illicit connections are present and to require their removal.
� • •
All businesses, residents and public agencies in unincorporated King County must investigate
their plumbing/drainage systems to determine if there are any illicit connections to the storm
drainage system, such as internal floor drains plumbed to the storm drainage system. If building j
and property drawings are available with plumbing details, they should be reviewed to
understand pipe connections.
If you are unsure whether a particular drain (such as a floor drain) discharges to the storm '
drainage system, you should identify where the potential illicit connection drains to by
consulting plans, side sewer cards, and possibly conducting a dye test. Running water from a
hose into the drain and observing where the water discharges is often a very simple and effective
method of identifying illicit connections.
Any pipes or other conveyances connected to storm drainage facilities that drain anything but
stormwater must be permanently plugged or rerouted to a sanitary sewer, holding tank, on-site
process treatment system, or septic system (with approval from the appropriate agencies or
jurisdiction).
If building plans and side sewer cards do not show your plumbing, the most basic methods for �I
determining a connection is either dye tracing or running water through the system. A nontoxic
dye can be put in water and flushed or drained into the suspect piping. Observations should then ��
be made in catch basins, manholes, drainage ditches, or other storm drainage conveyances that ,
January 2009 King County Stormwater PolJution Prevention Manua!
are present on site (or adjacent to the property) to search for the dye. Enough water must be
poured or flushed through the indoor drain to force the flow to reach the point(s) of observation. '
If possible, all other drains in the building should be out of use �vhile the dye test is conducted to
ensure the results can pinpoint the problem drain. This test should be conducted for each suspect
drain on the property. Any observations of dye in the storm drainage system must be noted and
the corresponding indoor drains tagged for followup plugging or rerouting.
If you are uncertain as to the locations of catch basins or manholes that can be used for
observation, or if you can not determine how the storm drainage system is constructed on your
property, contact the King County Water and Land Resources Division (WLRD) at
206-296-1900 for assistance. Notify WLRD at least one day in advance if you are performing a
dye test.
� • •
Drains and pipes that are found to connect to the storm drainage system and have the potential of
discharging pollutants or wastewater must either be permanently plugged or disconnected and
rerouted as soon as possible. Drains that are no longer needed can be plugged with concrete or
another similarly effective material. Whenever process water, stormwater, or other wastewater is
redirected to the sanitary sewer, the local sewer authority and the King County Industrial Waste
Program must be contacted to obtain approval for discharging to the sanitary sewer. The local
sewer authority and King County must also be contacted prior to the installation of any
permanent connection to the sanitary sewer. The name of your local sewer authority is identified
on your water and sewer bill. The local sewer authority and King County Industrial Waste will
regulate the connection both for discharge quantity and quality, but the responsible party will
have to arrange for the necessary plumbing supplies and pipe disconnection/rerouting work.
If a sanitary sewer does not service the property, and one is not available for hookup, alternative
measures are necessary. If the discharge is domestic wastewater from a toilet, sink, appliance, or
shower/bathtub, a septic system can be used to receive the rerouted discharge. The connection of
plumbing fixtures to an on-site sewage disposal system usually requires an on-site sewage
disposal system repair permit. Therefore, before any pipes are rerouted, the Seattle-King County
Department of Public Health must be contacted for further information. If a septic system is not
present on the property then one should be installed. The Seattle-King County Department of
Public Health should be contacted for advice and information on septic system requirements. If
the discharge is industrial process water or other nondomestic wastewater, a holding tank or on-
site treatment system will be needed. If an illicit connection needs to be rerouted to a holding
tank, King County Water and Land Resources Division staff should be contacted for assistance
and information on tank content disposal requirements. As with septic system and sanitary sewer
hookups, the property owner or responsible business operator is responsible for rerouting the
illicit pipe connections.
January 2009 King County Stormwafer Pollution Prevention Manual
�
Disposal Options
Every business, property owner, and public agency in King County must dispose of solid and
liquid wastes and contaminated stormwater properly. There are generally five options for
disposal depending on the types and quantity of materials. These options are: (1) sanitary sewer
system, (2) septic system, (3) recycling, (4) municipal solid waste disposal facilities, and
(5) waste transportation and disposal services. Ordinary stormwater runoff is not considered to
be contaminated to the point of requiring special disposal. Stormwater that is mixed with
concentrated wastes requires special disposal, as discussed below.
i , � . ,
Process ���astewater (depending on the pollutants and associated concentrations present) can be
put into the sanitary sewer, subject to approval by the local sewer authority and the King County
Industrial Waste Program. Animal waste can be disposed of in a sanitary sewer, subject to
loading capacity constraints. The King County industrial Waste Program may require that all
stormwater discharged to a sanitary sewer be metered. Sewer fees may be collected on such
discharges.
The first priority is to discharge process water to a sanitary sewer using an existing plumbing
connection or a new pipe connection. Whenever the diversion of any process water or other '
wastewater to the sanitary sewer is needed, the local sewer authority and King County must be
contacted to obtain approval prior to discharging to the sanitary sewer. Pretreatment of
discharges to remove some of the process water pollutants may be required to obtain approval.
The local sewer authority and King County must also be contacted prior to the installation of any ,
permanent connection to the sanitary sewer. The name of your local sewer authority is identified I
on your water and sewer bill. Sumps or other temporary storage devices may be useful for
storing liquid wastes on a temporary basis if you cannot discharge to a sanitary sewer system.
Consideration should be given to using a holding tank for process water if the volume of process
water generated by the activity is not excessive. See BMP Info Sheet 4 for more information on
holding tanks. The contents of the holding tank must be pumped out or drained before the tank is
full. Several commercial services are available for pumping out sumps and holding tanks. These
can be found in your telephone directory's yellow pages under the headings "Sewer Contractors ,
and Cleaners" and "Tank Cleaning," or on the King County Stormwater Services website at
http://www.kingcounty.gov/environment/waterandland/stormwater/prob lem-investigati on-
line�`drainage_maint_vendors.aspx. Septic system pumpout and hauling contractors must not be
used for disposing wastes other than domestic sewage. They are not allowed to haul industrial
wastes.
January 2009 King County Stormwater Pollufion Prevention Manua! '
BMP lnfo Sheet#2, Disposa/Options(continued)
I � ' •
If your site is not serviced by a sanitary sewer system, you probably have a septic system. Only i
liquid waste that is comparable to residential sewage in strength and constituency may be '
disposed of in septic systems. Hazardous chemicals cannot be disposed of in septic systems.
Further, the septic system must be designed to accommodate the volume of suitable wastewater
generated. Any changes in waste volume and constituency from those present when the system
was permitted must be approved by the Seattle-King County Department of Public Health.
Stormwater, whether contaminated or not, may not be disposed of in septic systems. Animal
waste may not be disposed of in a septic system designed for single family, multifamily or
commercial properties. ,
Recycling facilities are a recommended option for many commercial items, including used oils,
used batteries, a variety of used auto parts, metal scrap materials, solvents, paints, and other solid
wastes. There are a number of private businesses that accept materials for recycling. In addition ;
there is an Industrial Material Exchange clearinghouse which facilitates the transfer of unwanted '
materials from the generator to another business that can use them. The Industrial Material I
Exchange or IMEX website is http:Uwww.govlink.org/hazwaste/business/imex.
Process wastewater such as wash water can be recycled on-site as an alternative to discharge to
the sanitary sewer. There are numerous products on the market that are designed to recycle wash
water. Contact the King County Water and Land Resources Division at 206-296-1900 for more
information. �
- � • � , � - • , .
Municipal solid waste disposal facilities are designed to handle solid �i astes. Hazardous and
dangerous wastes and many liquid wastes must be properly disposed of at an appropriate facility.
Contact your local solid waste disposal facility or see http://your.kingcounty.gov/solidwaste/
garbage-recycling/index.asp for information on which materials are accepted at these facilities.
Call the Business Waste Line at 206-296-3976 or see httpJ/www.govlink.org,�hazwaste/business
for information on the proper disposal of oil, antifreeze, and other hazardous wastes.
• • - • • � � � - • �
There are numerous services that can help you identify, quantify, transport, and dispose of any
waste that you may generate. Many people have their wastes picked up by a disposal contractor.
Costs of disposal vary considerably depending on the types of materials, quantities, methods of
collection and transport, and whether the wastes are mixed. The rate the contractor charges will
generally reflect the costs of testing and/or treating waste materials (if necessary) and the
subsequent disposaL It is important to keep different types of wastes separated, so that the
disposal contractor(s) can take them to the appropriate place(s)without causing inadvertent
contamination problems elsewhere, and so that you are not paying too much for disposal of
January 2009 . King County Stormwater Pollution Prevention Manual
BMP lnfo Sheet#2, Disposa/Options(continued)
' materials that are not contaminated (e.g. regular garbage). If you are properly implementing your
BMPs and collect contaminated waste materials for proper disposal, your efforts are
compromised if a disposal contractor subsequently disposes the contaminated materials as
regular garbage. Therefore, it is essential to be familiar with disposal alternatives and the
different types of contractors for each disposal option.
The Seattle-King County Department of Public Health's Waste Characterization Program serves
hazardous waste generators in Seattle and King County that have questionable wastes.
Information supplied by the generator on questionable wastes such as sludges, sandblast waste,
treated wood, and contaminated soils is reviewed by the Health Department. Permits are issued
for those wastes that will be allowed in the garbage. The dangerous waste regulations as well as
other criteria are used in the decision process.
The disposal of wastes is the responsibility of the generator. Before agreeing to let a company
handle your waste, it is recommended that you ask for(and check) the company's references. All
waste collected by the company should be delivered to an authorized site. Make sure you keep
copies of all your transactions. Transfer of waste to a vender does not release you from legal
obligation for disposal to a licensed disposal facility.
January 2009 King County Stormwater Po!lution Prevention Manua!
� ' '
Maintenance of Drainage Systems I
Many commercial, industrial, residential and public agency properties have storm drainage flow
control and water quality systems to capture and treat stormwater flows. Most of these systems �
have catch basins as key components. Catch basins are typically located along curbs, at low spots !
in parking lots, and where stormwater conveyance pipes combine flows. Storm drains collect
runoff that directs flows into basins and pipes that are located underneath parking lots and storm
drain grates. Most catch basins have a few feet of storage in the bottom or sump. This storage
area is intended to trap sediment, debris, and other particulates that settle out of stormwater, to
prevent clogging of downstream pipes and to keep solids from being flushed into receiving
��-aters.
Anyone who has ever looked into a catch basin can attest to its ability to capture dirt, leaves,
twigs, litter, and a variety of other materials that make for a mucky buildup in the bottom.
However, if the sump (the bottom of the catch basin) is full of solid material, everything in the
incoming runoff passes straight through to an outflow pipe. The bottom (or sump) in catch basins
must be cleaned out periodically so they can continue to trap solids from stormwater runoff.
Routine maintenance practices at all sites with storm drains and catch basins must include
cleaning'removal of sediment or solids from these important drainage system features. If catch
basins are not cleaned, they can actually contribute to receiving water pollution problems as
trapped solids, and stagnant, polluted water in sumps can be flushed out in large quantities with
turbulent storm flow conditions.
Check your catch basins annually for needed maintenance timed to occur before the rainy
season. For organizations with large numbers of catch basins (greater than 50 per site),
inspections may be conducted on a"circuit basis" whereby sampling of representative catch
basins, including the lowest one in the circuit, within each circuit is inspected to identify clean-
out needs for the circuit. The annual catch basin inspection schedule may be changed as
appropriate to meet the maintenance standards based on maintenance records of double the
length of time of the proposed inspection frequency. Catch basins must be cleaned out when the
solids, trash, and debris in the sump reaches one-half of the depth between the bottom of the
sump and the bottom (invert) of the lowest inflow or outflow pipe connected to the catch basin or
at least 6 inches below this invert. The rate at which a sump fills with solid material is quite
variable, and depends on the characteristics of the drainage basin feeding into it. If activities that
generate a lot of sediment are taking place in the drainage area that contributes stormwater flows
to a catch basin, such as exposing soils due to construction or landscaping, stockpiling erodible
materials, or if your site is not paved and has heavy traffic use on dirt or gravel surfaces, the
sump will fill up relatively quickly. Therefore, sites with activities generating a lot of sediments
and other debris will have to inspect and clean out their catch basins more often.
January 2009 King County Stormwater Po!lution Prevention Manual
BMP Info Sheet#7, Maintenance of Drainage Systems(continued)
Other components of drainage systems include ponds, tanks, and bioswales. These components
must also be maintained to ensure your drainage systems functions as designed. Vegetation in
ponds and bioswales must be mowed or thinned, and sediment accumulations must be removed.
Maintenance of ponds, tanks, and bioswales is generally beyond the ability of the typical
property owner. Drainage system maintenance contractors are available to complete this �;-ork.
If you clean out/maintain the catch basins yourself, you may dispose of up to one cubic yard of
solid material as solid waste in your regular garbage. If you exceed this threshold you are
encouraged to contact a company offering catch basin cleaning services. You can locate a
cleaning service by calling the King County Water and Land Resources Division at
206-296-1900 for a list of firms performing drainage system maintenance services or in your
telephone directory's yellow pages under headings like "Sewer Cleaning Equipment and
Supplies," "Sewer Contractors," and"Tank Cleaning."All of the solids and stagnant water
collected from catch basin sumps must be disposed of properly. None of the sump contents can
be flushed into the catch basin outflow pipe. Depending on the nature of the pollutants in the
sump, and the associated types of activities taking place on the site, the sump contents may need
to be handled as contaminated waste. Contractors who perfonn catch basin clean-out services are
required to follow appropriate disposal requirements.
Frequent sweeping of paved parking and storage areas, covering pollutant generating activity
areas, and containing runoff from activity areas will help reduce catch basin and drainage system
i cleaning frequency, and may save time and money spent on required maintenance. All
businesses and public agencies should set up maintenance schedules for all of their BMPs so that
coordinated BMP efforts result in reduced catch basin and draina�e svstem maintenance and
cleaning. y
January 2009 . King County Stormwater Pollution Prevention Manua!