05-0058 Stormwater Report 02012006:~, . ~ -
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Green Viilage Subdivision
Final Drainage Report
February 2006
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Final Drainage Report
Green Village Subdivision
Yelm, Washington
February 2006
Project Information
Project~
Prepared for~
Contact~
Reviewing Agency
Jurisdiction~
Project Number~
Project Contact~
Green Village Subdivision
Sunshine Olympic Enterprises, Inc.
George Hom, Ph.D.
2218 Blossomwood Court, NW
Olympia, WA 98502
(360) 943-7437
City of Yelm, Washington
Jim Gibson
Project Engineer
Prepared by~
Contact~
SCA Project~
File Number~
SCA Consulting Group
4200 6th Ave. SE, ~'
Lacey, WA 98509
(360) 493-6002
FAX (360) 493-2476 ~
0
Steve Chamberlain, P.E.
04166
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PROJECT ENGINEERS CERTIFICATION~ I hereby certify that this Final Drainage Report for Green Village
Subdivision in Yelm Washington has been prepared by me or under my supervision and meets the intent of the City of
Yelm Development Guidelines and trhe1992 Washington State Department of Ecology ~WSDOE) Stormwater Management
Manual for the Puget Sound Basin unless noted otherwise, and normal standards of engineering practice. I understand
that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage
facilities designed for this development.
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TABLE OF CONTENTS APPENDICES
PART I STORM bRAINAGE REPORT .....................: ......................................1
............................ Appendix I- Final Drainage
Calculations
SECTION 1- PROPOSED PROJECT DESCRIPTION ............................................... ..............1
SECTION 2- EXISTING CONDITIONS ....................................................................... ..............3 APP~dix II- Final Drainage
and TESC Plan
SECTION 3 - INFII,TRATION RATES .......................................................................... ..............3
SECTION 4-WELLS AND SEPTIC SYSTEMS ............................................................ ..............4 Appendix III - FEMA FIRM
Map
SECTION 5 - FUEL TANKS ........................................................................................ ..............4
SECTION 6- SUB-BASIN DESCRIPTION ................................................................ ..............4 APP~dix N-Facility
Summary Forms
SECTION 7- ANALYSIS OF 100-YEAR FLOOD ..................................................... ..............4
SECTION 8- AESTHETIC CONSIDERATIONS FOR FACILTI'IES .......................... ..............4 Appendix V- Maintenance
Agreement
SECTION 9- DOWNSTREAM ANALYSIS AND FACILITY SIZING ...................... ..............4
SECT[ON 10 - COVENANTS, DEDICATIONS, EASEMENTS .................................. ..............5 Appendix VI - Vicinity Map
PART II - EROSION CONTROL REPORT .................................................................................6
SECTION 1- CONSTRUCT[ON SEQUENCE AND PROCEDURE .......................... ..............6
SECTION 2 - TRAPPING SEDIMENT ......................................................................... .............6
SECTION 3- PERMANENT EROSION CONTROL & SITE RESTORATION ......... ..............7
SECTION 4- GEOTECI-TNICAL ANALYSIS AND REPORT .................................... ..............7
SECTION 5 - INSPECTION SEQUENCE .................................................................... .............7
SECTION 6- CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS ............ ..............7
PART III - MAINTENANCE PLAN ..............................................................................................8
SECTION 1- REQUIRED MAINTENANCE ............................................................... ........... IO
SECTION 2 - RESPONSIBLE ORGANIZATION ........................................................ ...........17
SECTION 3- VEGETATION MANAGEMENT PLAN ............................................... ...........17
SECTION 4 - SOURCE CONTROL ............................................................................. ...........17
I1
Part I
Storm Drainage Report
Green Villaqe Subdivision Final Drainaqe Report
PART I STORM DRAINAGE REPORT
SECTION 1- PROPOSED PROJECT DESCRIPTION
Project Proponent~
Parcel Numbers~
Total Site Area~
Zoned~
Site Address=
Required Permits~ •
Section, Township, Range~
Site Location~
Sunshine Olympic Enterprises, Inc.
2218 Blossomwood Court, NW
Olympia, WA 98502
(360) 943-7437
21713340000 and 21713340200
10. Acres
R-6
Burnett Road, Yelm, WA 98597
Grading, Utility, Building, Plumbing, Electrical,
Mechanical etc.
Section 13, Township 17 North, Range 1 East, W.M.,
Thurston County, WA
The site is located in Yelm, Washington and is bordered on the west by Burnett Road on the
east by Mountain View Road and situated about 500' northerly from Yelm Ave.
Project Overview~
The proposal is to subdivided the existing parcels into senior citizen oriented developed with
52 single family lots a future managed activity center with parking for 12 automobiles for use
by the home owners in the subdivision. In addition a 6-foot wide walking trail will be
constructed around the perimeter of the development.
The development of the proposed subdivision will be constructed in one phase and will include
appropriate erosion control measures as needed, grading, storm drainage improvements,
frontage improvements and extension of underground utilities including water and sanitary
sewer.
Storm Drainage Improvements~
The completed project will create in approximately 4.47 acres of new impervious area (roadway,
driveways, parking lot, roofs and sidewalks), and 5.67 acres of new disturbed pervious areas.
SCA Consulting Group Page 1
February 2006
Green Viilaqe Subdivision Final Drainaqe Report
Pre-Development Coverage Summary (Including Frontage Improvements)
Basin Un-Disturbed
Pervious Roadway Total
A 3.34 0.10 3.44
B 2.85 0.00 2.85
C 3.78 0.07 3.85
Total 9.97 0.17 10.14
Post-Development Coverage Summary (Including Frontage Improvements)
Basin Disturbed
Pervious Pervious
Parking
Lot Roofs Sidewalks Roadways Driveways Total
A 1.89 0.00 0.65 0.08 0.60 Q.22 3.44
B 1.66 0.05 0.45 0.08 0.47 O.14 2.85
C 2.12 0.00 0.69 0.09 0.72 0.23 3.85
Total 5.67 0.05 1.79 0.25 1.79 0.59 10.14
Stormwater Treatment~
Stormwater treatment design requirements are based on the 1992 edition of the WSDOE
Stormwater Management Manual. Preliminary treatment calculations are provided in
Appendix I.
Sub-basin `A':
Stormwater runoff from the proposed frontage improvements on Burnett Road and
the proposed new roadways within Basin A of the proposed subdivision as shown on
the final grading and plan in Appendix 2 will be collected via catch basins and be
routed to a 270-foot long underground wet vault. The 5-foot diameter ABS vault has
been sized to exceed the minimum treatment requirements of the DOE Stormwater
Manual. From the wet pipe storm water will be conveyed to an inline infiltration
gallery that will provide for storage and infiltration back into the groundwater. See
Appendix 1 for calculations and Appendix 2 for detail.
Sub-basin `B':
Stormwater runoff from the proposed new roadways within Basin B and the parking
lot for the Managed Activity Center as shown on the preliminary grading and
drainage plan in Appendix 2 will be collected via catch basins ~and directed toward a
a 320-foot long underground wet vault. The 5-foot diameter ABS vault has been
sized to exceed the minimum treatment requirements of the DOE Stormwater
Manual. From the wet pipe storm water will be conveyed to an inline infiltration
gallery that will provide for storage and infiltration back into the groundwater. In
addition the infiltration gallery has been designed to handle the run off from the roof
of the future managed activity center. See Appendix 1 for calculations and Appendix
2 for details.
Sub-basin `C'~
SCA Consulting Group Page 2
February 2006
Green Villaqe Subdivision Finai Drainaqe Report
Stormwater runoff from the proposed frontage improvements on Mountain View
.~ Road and the proposed new roadways within Basin C of the proposed subdivision as
shown on the preliminary grading and drainage plan in Appendix 2 will be collected
via catch basins directed toward a 300-foot long underground wet vault. The 5-foot
diameter ABS vault has been sized to exceed the minimum treatment requirements
of the DOE Stormwater Manual. From the wet pipe storm water will be conveyed to
an inline infiltration gallery that will provide for storage and infiltration back into
the groundwater. See Appendix 1 for calculations and Appendix 2 for details.
Roof Runoff
Roof runoff are considered clean impervious surfaces and is not required to be
treated. from new construction shall be routed to individual onsite drywells. The roof
runoff from the houses on the individual lots will be drywells shall be sized per the
DOE Stormwater Manual based on an average roof size of 1,500 sf. As all lots shall
have drywells based on Class B soils. The roof runoff from the future managed
activity center will be tight lined to the infiltration gallery of Basin B
SECTION 2 - EXISTING COND{TIONS
The site is 10 acres rectangular in shape with 330 feet fronting Burnett Road and 330 fronting
on Mountain View Road. The site is fairly flat with gentle slopes to the northwest and
northwest. The site is currently vacant land. The site is covered with a light density of Scotch
Broom growth with indigenous field grasses. On site soils are well drained and formed in
glacial outwash.
There are no creeks, lakes, ponds, springs, wetlands, ravines, gullies, steep slopes or other
environmentally sensitive areas identified onsite or down gradient of the subject property.
The site is located in an aquifer sensitive area, according to the 1986 Thurston County '
Comprehensive Plan M-8. The site is not located in a wellhead protection area.
SECTION 3 - INFILTRATION RATES
The Soil Conservation Service ~SCS) Soil Survey of Thurston County classifies onsite soils as
Spanaway (110) series.
The design infiltration rate of 20 in/hr was assumed for the purposes of this study. It is
reasonable infiltration rate for this soil group in Yelm Area.
SCA Consulting Group Page 3
February 2006
Green Villaqe Subdivision Final Drainacle Report
SECTION 4-WELLS AND SEPTIC SYSTEMS
No onsite wells were found during our site investigation of the proposed site. No onsite well
logs were found at the Department of Ecology. An existing well does exist near the south
easterly property line as shown on the plans in Appendix 2
No abandoned or existing septic systems were identified during SCA's site investigation or at
the Thurston County Development Services office. Any septic system found will be removed
in accordance with Thurston County Department of Health standards.
SECTION 5 - FUEL TANKS
No fuel tanks were located during SCA's site inspection or during soils work. Additionally, a
review of the DOE's Leaking Underground Storage Tank (LUST) list did not indicate any
existing or abandoned fuel tanks on the project site.
SECTION 6 - SUB-BASiN DESCRiPT10N
The project site is located in the Thompson Creek Drainage Sub-Basin, Nisqually River
Drainage Basin per Thurston County Comprehensive Map M-4.
During SCA's site investigation and soils analysis, it appeared that all onsite stormwater
runoff is contained onsite and infiltrated back into the groundwater, which is typical of the
site's soil classification. All onsite stormwater runoff will be contained and infiltrated onsite.
There does not appear to be any significant existing offsite drainage to the property.
As discussed previously, tlie proposed development has been divided into three drainage sub-
basins.
No hazardous materials handling is anticipated in the area tributary to the storm drainage
facilities.
SECTION 7- ANALYSIS OF 100-YEAR FLOOD
This project does not lie adjacent to or contain a stream onsite and has not been identified as
a 100-year flood hazard area. A FEMA FIRM Map is included in Appendix ITI.
SECTION 8- AESTHETIC CONSIDERATIONS FOR FACILITIES
The storm drainage facilities are located underground. All disturbed pervious areas will be
vegetated and landscaped.
SECTION 9- DOWNSTREAM ANA~YSIS AND FACILITY SIZING
Sizing calculations for the project's stormwater treatment, storage, and infiltration facilities
are provided in Appendix T of this report. All calculations correspond to the Preliminary
Grading, Drainage and TESC Plan, which can be found in Appendix II of this report.
Since all stormwater will be infiltrated onsite, a downstream analysis was deemed
unnecessary.
SCA Consulting Group Page 4
February 2006
Green Villaqe Subdivision Final Drainaqe Report
SECTION 10 - COVENANTS, DEDICATIONS, EASEMENTS
Onsite drainage facilities including pipes, wet vaults, and infiltration galleries will require
routine maintenance. The maintenance manual prepared for the project will list the
maintenance requirements. A copy of the completed Maintenance Manual can be supplied to
the City upon completion of the project.
SCA Consulting Group Page 5
February 2006
Part 1'I
Erosion Control Report
Green Village Subdivision Final Drainage Report
PART II - EROSION CONTROL REPORT
SECTION 1- CONSTRUCTION SEQUENCE AND PROCEDURE
The proposed commercial development will include site grading and erosion control measures
designed to contain silt and soil within the project boundaries during construction until
permanent vegetation and site improvements are in place. Erosion/sedimentation control
shall be achieved by a combination of structuraUvegetative cover measures and construction
practices tailored to fit the site.
Best Management Practices (BMP's) will be employed to properly clear and grade the site and
to schedule construction activities. Before any construction begins onsite, erosion control
facilities shall first be installed. The planned construction sequence is as follows~
1. Schedule preconstruction conference with the city, contractor, project engineer, and
construction-staking surveyor.
2. Install rock construction entrance. Use 4" to 8" diameter spalls with 12" minimum
depth.
3. Install filter fabric fencing in the locations showri on the plans.
4. Clear site ~grubbing and rough grading).
5. Maintain equipment and water supply for dust control.
6. Designate an area for washing concrete trucks to control the runoff and eliminate
entry into the storm drainage system.
7. Install underground utilities (water, sewer, storm).
8. Provide inlet protection around all new catch basins.
9. Construct roadway and parking and install landscaping, .sod and/or seed, and mulch
all disturbed areas.
10. Maintain all erosion control facilities until the entire site is stabilized and silt runoff
ceases.
SECTION 2 - TRAPPING SEDIMENT
Filter fabric fencing will be installed to trap sediment before runoff exits the site. In addition,
inlet protection will be installed around all existing and new catch basins to filter out
sediment before runoff enters the storm system.
A stabilized construction entrance will be installed to prevent construction vehicles from
tracking soil onto roadways. If sediment is tracked offsite, it shall be swept or shoveled from
paved surfaces on a daily basis, so that it is not washed into existing catch basins or other
storm drainage facilities.
During the rainy season from November 1 through March 31, the contractor must cover any
disturbed areas greater that 5,000 SF in size if they will be unworked for more than 12 hours.
Mulch, sodding, or plastic covering shall be used to prevent erosion in these areas.
SCA Consulting Group Page 6
February 2006
Green Villaqe Subdivision Final Drainage Report
SECTION 3- PERMANENT EROSION CONTROL ~ SITE RESTORATION
- All disturbed areas will be paved with asphalt, covered .by builaings, or landscaped with
grass, shrubbery, or trees per the landscaping plans.
SECT{ON 4- GEOTECHNICAL ANALYSlS AND REPORT
None of the storm drainage facilities are located near the top of a steep slope. Therefore, a
geotechnical analysis for slape or soil stability was deemed unnecessary. See Appendix V for
~ a complete soils description,
SECTION 5 - lNSPECTION SEQUENCE
In addition to required City inspections, the Project Engineer will inspect facilities related to
stormwater treatment, erosion control, storage, and conveyance during construction. At a
minimum, the following items shall be inspected at the time specified~
l. The erosion control facilities shall be inspected before the start of clearing and grading
to ensure the following structures are in place~
a. Construction Entrance
b. Filter Fabric Fences
c. Inlet protection of new catch basins
2. The conveyance systems will be inspected after construction of the facilities, but before
project completion to ensure the following items are in working order~
a. Pavement Drainage
b. Catch Basins
c. Conveyance Piping
d. Roof Drain Piping
3. The infiltratian galleries shall be inspected during construction to ensure that the
facility is constructed to design specifications.
4. The permanent site restoration measures shall be inspected after landscaping is
completed.
A final inspection shall be performed to verify final grades, settings of structures and all
necessary information to complete the Engineer's Construction Inspection Report Form. This
form must be completed prior to final public works construction approval.
SECT{ON 6- CONTROL OF POLLUTANTS OTH~R THAN SEDIMENTS
The contractor will be required to designate a washdown area for concrete trucks as well as a
- temporary stockpile area for construction debris. Catch basin inlet protection and filter fabric
fencing shall remain in place until construction on the site is complete.
SCA Consulting Group Page 7
February 2006
Part III
Maintenance Plan
Green Villaqe Subdivision Final Drainaqe Report
PART 11f - MAINTENANCE PLAN
INSTRUCTIONS FOR MAINTENANCE OF STORM DRAINAGE FACILITIES
The following pages contain maintenance needs for most components that are part of the
dxainage system. A checklist should be completed for all system components according to the
following schedule~
l. Monthly from November through April
2. Once in late summer (preferably september)
3. After any major storm (use 1" in 24-hours as a guideline) items marked "S" only.
Using photocopies of these pages check off the problems identified with each inspection. Add
comments on problems found and actions taken. Keep these "checked" sheets in a file, as they
will be used to write the annual report (due in May of each year). Some items do not need to
be checked with every inspection. Use the suggested frequency at the left of each item as a
guideline for the inspections.
The City of Yelm is available for technical assistarice. Do not hesitate to call, especially if it
appears that a problem may exist.
SCA Consulting Group Page 8
February 2006
Green Villaqe Subdivision Final Drainaqe Report
ATTACHMENT "A"~ MAINTENANCE PROGRAM
COVER SHEET
Inspection Period=
Number of Sheets Attached~
Date Inspected~
Name of Inspector~
Inspector's Signature~
SCA Consulting Group Page 9
February 2006
Green Villaqe Subdivision Final Drainage Report
SECTION 1 - REQUIRED MAtNTENANCE
The drainage facilities will require occasional maintenance. The checklists below are the
minimum maintenance requirements and inspection frequencies.
Maintenance Checklist for Conveyance Systems (Pipes and Swales)
Frequency Drainage ~ Problem Conditioas to Check For Conditions That Should
System Req'd Exist
Feature
M.S. Pipes ~ Sediment & Accumulated sediment that Pipe cleaned of all
debris exceeds 20% of the diameter of sediment and debris.
the pipe.
M ~ Vegetation Vegetation that reduces free All vegetation removed so
movement of water through pipes. water flows freely.
A ~ Damaged Protective coating is damaged, Pipe repaired or replaced.
(rusted, rust is causing more than 50%
bent or deterioration to any part of pipe.
crushed)
M ~f Any dent that significantiy Pipe repaired or replaced.
impedes flow (i.e., decreases the
cross section area of pipe by more
then 20%).
M ~ Pipe has major cracks or tears Pipe repaired or replaced.
allowing groundwater leakage.
M.S. Swales Trash & Dumping of yard wastes such as Remove trash and debris
debris grass clippings and branches into and dispose as prescribed
swale. Accumulation of non- by City Waste
degradable materials such as Management Section.
glass, plastic, metal, foam and
coated paper.
M Sediment Accumulated sediment that Swale cleaned of all
buildup exceeds 20% of the design depth. sediment and debris so
that it matches design.
M Vegetation Grass cover is sparse and weedy Aerate soils and reseed
not or areas are overgrown with and mulch bare areas.
growing or woody vegetation. Maintain grass height at a
overgrown minimum of 6" for best
stormwater treatment.
Remove woody growth,
recontour and reseed as
necessary.
M Conversion Swale has been filled in or If possible, speak with
by owner to blocked by shed, woodpile, owner and request that
incompatibl shrubbery, etc. swale area be restored.
e use Contact City to report
problem if not rectified
voluntarily.
A Swale does Water stands in swale or flow A survey may be needed
not drain velocity is very slow. Stagnation to check grades. Grades
occurs. need to be in 1% range if
ossible. If ade is ]ess
SCA Consulting Group Page 10
February 2006
Creen Villaqe Subdivision Final Orainaqe Report _
Frequency Drainage ~ Problem Conditions to Check For Conditions That ShouId
System Req'd Exist
Feature
than 1%, underdrains may
need to be installed.
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key: A= Mnual (March or Apri] preferred)
M = Monthly (see schedule)
S = After major storms
SCA Consulting Group Page 11
February 2006
Green Village Subdivision Final Drainage Report
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Catch Basins and Inlets
Frequency Drainage ~ Problem Conditions to Check For Conditions That
System Should Exist
Feature
M.S. General ~ Trash, debris and Trash or debris in front of No trash or debris
sediment in or on the catch basin opening is located
basin blocking capacity by more immediately in
than 10%. front of catch basin
opening. Grate is
kept clean and
allows water to
enter.
M ~ Sediment or debris (in the No sediment or
basin) that exceeds 1/3 the debris in the catch
depth from the bottom of basin. Catch basin
basin to invert of the is dug out and
lowest pipe into or out of clean.
' the basin.
M.5. ~ Trash or debris in any inlet Iniet and outlet
or pipe blocking more than pipes free of trash
1/3 of its height. or debris.
M ~I Structural Corner of frame extends Frame is even with
damage to frame more than 3/4" past curb curb.
and/or top slab face into the street (if
applicable).
M ~ Top slab has holes larger Top slab is free of
than 2 square inches or holes and cracks.
cracks wider than 1i4"
(intent is to make sure all
material is running into the
basin).
M ~ Frame not sitting flush on . Frame is sitting
top slab, i.e., separation of flush on top slab.
more than 3/4" of the
frame from the top slab.
A ~I Cracks in basin Cracks wider than 1/2" and Basin replaced or
walls/bottom longer than 3', any repaired to design
evidence of soil particles standards. Contact
entering catch basin a professional
through cracks or engineer for
maintenance person judges evaluation.
that structure is unsound.
A ~ Cracks wider than 1/2" and No cracks more
longer than 1' at the joint than 1/4" wide at
of any inlet/outlet pipe or the joint of
any evidence of soil inlet/outlet pipe.
particles entering catch
basin through cracks.
SCA Consulting Group Page 12
February 2006
Green Villaqe Subdivision Final Drainage Report
Frequency Drainage ~ Problem Conditions to Check For Conditions That
System Should Exist
Feature
A ~ Settlement/mis- Basin has settled more than Basin replaced or
alignment 1" or has rotated more than repaired to design
2" out of alignment. standaids. Contact
a professional
engineer for
evaluation.
M.S. ~ Fire hazard or Presence of chemicals such No color, odor or
other pollution as natural gas, oil and sludge. Basin is
gasoline. Obnoxious dug out and clean.
color, odor or sludge
noted.
M.S. ~ Outlet pipe is Vegetation or roots No vegetation or
clogged with growing in inlet/outlet pipe root growth
vegetation joints that is more than 6" present.
tall and less than 6" apart.
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key: A= Annual (March or April preferred)
M = Monthly (see schedule)
S = After major storms
SCA Consulting Group Page 13
February 2006
Green Villaqe Subdivision Final.Drainaqe Report
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Infiltration Systems
Frequency Drainage ~i Problem Conditions to Check For Conditions That Should
System Exist
Feature
M,S General Trash & See Maintenance See Maintenance
debris Checklist for Ponds. Checklist for Ponds.
buildup in
pond
M Poisonous See Maintenance See Maintenance
vegetation Checklist for Ponds. Checklist for Ponds.
M,S Fire hazard See Maintenance See Maintenance
or pollution Checklist for Ponds. Checklist for Ponds.
M Vegetation See Maintenance See Maintenance
not growing Checklist for Ponds. Checklist for Ponds.
or is
overgrown
M Rodent See Maintenance See Maintenance
holes Checklist for Ponds. Checklist for Ponds.
M Insects See Maintenance See Maintenance
Checklist for Ponds. Checklist for Ponds.
A Storage ~1 Sediment A soil texture test Sediment is removed
area buildup in indicates facility is not and/or facility is cleaned
system working at its designed so that infiltration
capabilities or was system works according
incorrectly deaigned. to design. A sediment
trapping area is installed
to reduce sediment
transportinto
infiltration area.
A ~I Storage A soil texture test Additional volume is
area drains indicates facility is not added through
slowly working at its designed excavation to provide
(more than capabilities or was needed storage. Soil is
48 hours) incorrectly designed. aerated and rototilled to
or improve drainage.
overflows Contact the City for
information on its
requirements regarding
excavation.
SCA Consulting Group Page 14
February 2Q06
Green Viila e Subdivision Final Drainage Report
M Sediment Any sediment and debris Clean out sump to design
trapping filling area to 10% of depth.
area depth from sump
bottom-to-bottom of
outlet pipe or
obstructing flow into the
connector pipe.
One Time Sediment Stormwater enters Add a trapping area by
trapping infiltration area directly constructing a sump for
area not without treatment, settling of solids.
present Segregate settling area
from rest of facility.
Contact City for
guidance.
M Rock ~ Sediment By visual inspection Replace gravel in rock
filtere and debris little or no water flows filter.
through filter during
heavy rainstorms.
S Infiltratio Infiltration Standing Water in Excavate bottom of
n Failure Inspection Well After trench as necessary but
Trenches 48 hours after storm or at least 3 feet. Replace
Overflow during Storms with crushed rock.
Check pretreatment
systems for
effectiveness. Check
tributary area for
sediment sources.
If you are unsure whether a problem exists, please contaet the Jurisdiction and ask for technical assistance.
Comments~
Kev
A= Annual (March or April preferred)
M = Monthly ~see schedule)
S = After major storms
SCA Consulting Group Page 15
February 2006
Green Villaqe Subdivision Final Drainage Report
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Grounds (Landscaping)
Frequen Drainage ~ Problem Conditions to Check Conditions That Should
cy System For Exist
Feature
M General ~l Weeds Weeds growing in Weeds present in less
(nonpoisono more than 20% of the than 5% of the landscaped
us) landscaped area (trees area.
and shrubs only).
M ~ Safety Any presence of poison No poisonous vegetation
hazard ivy or other poisonous or insect nests present in
vegetation or insect landscaped area.
nests.
M,S ~ Trash or See Ponds Checklist. See Ponds Checklist.
litter
M,S ~l Erosion of Noticeable rills are Causes of erosion are
Ground seen in landscaped identi~ed and steps taken
Surface areas. to slow down/spread out
the water. Eroded areas
are filled, contoured, and
seeded.
A Trees and ~l Damage Limbe or parts of trees Trim trees/shrubs to
shrubs or shrubs that are split restore shape. Replace
or broken which affect trees/shrubs with severe
more than 25% of the damage.
total foliage of the tree
or shrub.
M ~l Trees or shrubs that Replant tree, inspecting
have been blown down for injury to stem or roots.
or knocked over. Replace if severely
damaged.
A ~l Trees or shrubs, which Place stakes and rubber-
are not adequately coated ties around young
supported or are trees/shrubs for support.
leaning over, causing
exposure of the roots,
If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments~
Kev
A= Annual ~March or April preferred)
M = Monthly (see schedule)
S = After ma}or storms
SCA Consulting Group Page 16
February 2006
Green Village Subdivision Final Drainage Report
SECTION 2 - RESPONSIBLE ORGANIZATION
The project owner shall be responsible for the operations and maintenance of all onsite storm
drainage facilities.
SECTION 3- VEGETATION MANAGEMENT PLAN
All disturbed pervious areas on the site will be landscaped to provide an aesthetically
pleasing environment.
SECTION 4 - SOURCE CONTROL
Warning signs (e.g., "Dump No Waste - Drains to Groundwater") will be embossed or painted
on or adjacent to all storm drain inlets and will be repainted periodically as necessary.
SCA Consulting Group Page 17
February 2006
Appendix I
Final Drainage Calculations
FINAL DRAINAGE CALCULATIONS
The following calculations are based on the requirements contained in the 1992
Washington State Department of Ecology (WSDOE) Stormwater Management Manual for
the Puget Sound Basin.
DESIGN AND BASIN INFORMATION SUMMARY~
Soil Classification (Soil Survey of Thurston County, WA)~
SCS Soil Classification~
Hydrologic Group ~
Design Infiltration Rate~
Spanaway, Nisqually
B
20 inches/hour
SCS Runoff Curve Number~ (Table III-1.3 WSDOE Storm Manual)
Post-developed (Lawns, 75% + grass cover):
Post-development (impervious)
Pre-development
Rainfall Design Storms~ (WSDOE Isopluvial Maps -
Manual)
6 month storm (64% of 2 yr. storm) = 1.28"
2 yr./24 hour storm = 2.0"
10 yr./24 hour storm = 3.0"
100 yr./24 hour storm = 4.0"
CN = 80
CN = 98
CN = 64
App. AIII-1.1 of WSDOE Storm
Pre-Development Coverage Summary (Including Frontage Improvements)
Basin Un-Disturbed
Pervious Roadway Total
A 3.34 0.10 3.44
B 2.85 0.00 2.85
C 3.78 0.07 3.85
Total 9.97 0.17 10.14
Post-Development Coverage Summary (Including Frontage Improvements)
Basin Disturbed
Pervious Pervious
Parking
Lot Roofs Sidewalks Roadways Driveways Total
A 1.89 0.00 0.65 0.08 0.60 OZ2 3.44
B 1.66 0.05 0.45 0.08 0.47 0.14 2.85
C 2.12 0.00 0.69 0.09 0.72 0.23 3.85
Totai 5.67 0.05 1.79 0.25 1.79 0.59 10.14
Stormwater Treatment~
Basin `A' ~
StormShed software was used to model the runoff from the on-site driveways and a
portion of the new roadway and the eastern half of Burnett Road frontage. The 6-month
storm event resulted in a peak flow rate of 0.24 cfs, and a peak volume of 4,470 cf.
The DOE manual, section III-4.3.2, requires that "the permanent pool volume equals the
runoff volume from the 6-month, 24-hour design storm." Therefore, using 270 LF of 5-foot
diameter A.BS as a wet vault, with a cross sectional area of 16.84 sf at the 4-foot depth,
results in an available pool volume of 4,547 cf, which exceeds the required volume of
4,470 cf.
See the StormShed output for detailed calculations.
Basin `B'~
Storm Shed software was used to model the runoff from the on-site driveways and a
potion of the new roadway. The 6-month storm event resulted in a peak flow rate of 0.08
cfs., and a peak volume of 2,325 cf.
The DOE manual, section III-4.3.2, requires that "the permanent pool volume equals the
runoff volume from the 6-month, 24-hour design storm." Therefore, using 320 LF of 5-foot
diameter ABS as a wet vault, with a cross sectional area of 16.84 sf at the 4-foot depth,
results in an available pool volume of 5,388.8 cf, which exceeds the required volume of
2,325 cf. .
See the Storm Shed output for detailed calculations.
Basin `C~
Storm Shed software was used to model the runoff from the on-site driveways and a
potion of the new roadway and the western half of Mountain View Road frontage. The 6-
month storm event resulted in a peak flow rate of 028 cfs, and a peak volume of 5,132 cf.
The DOE manual, section III-4.3.2, requires that "the permanent pool volume equals the
runoff volume from the 6-month, 24-hour design storm." Therefore, using
320 LF of 5-foot diameter ABS as a wet vault, with a cross sectional area of 16.84 sf at the
4-foot depth, results in an available pool volume of 5,388 cf, which exceeds the required
volume of 5,132 cf.
See the Storm Shed output for detailed calculations.
In~ltration:
The 1992 edition of the WSDOE Stiormwater Management Manual was used to calculate
the infiltration rate. The calculations were based on design infiltration rate of
20-inches/hour. The Darcy's Law of ground water movement was use to demonstrate
sufficient infiltration capacity of infiltration gallery.
Q=f*i*A,where
Q= flow rate at which runoff is infiltrated/f'~ltrated by infiltration gallery
f= infiltration rate of soil or filtration media
i = hydraulic gradient
A= surface area of the BMP Safety factor "two" was applied to the used design
infiltration rate of 20 in/hr, thus
F= 20 inches/hour * 0.5 = 10 inches/hour = 0.83 ft/hr
The hydraulic gradient is the equation=
i=h+L/L
Where h is the height of the water column over the infiltration/filtration media and L is
the distance from the top surface of BMP to the water table or impermeable layer.
Q=f*h+L/L*A
For design purposes hydraulic gradient I was set equal to 1, which made discharge
independent of stage.
Basin `A'~
According to Storm Shed the 10-year/24-hour storm event will result in peak volume of
16,788 cf - 0.3854 acft.
According to Storm Shed the 100-year/24-hour storm event will result in peak volume of
25,245 cf - 0.5796 acft.
The underground infiltration gallery was designed to Store and Infiltrate 100-year storm
event from Basin `A'.
The required volume of 25,245 cf will be stored and infiltrated using (1) underground
in~iltration drain rock galleries Bottom 300 ft. long x 4 ft. wide x 5 ft. deep.
;
Total gallery storage capacity using 1~3 void ratio=
V= N(L(W*H-A pipe))*0.3+(A pipe*L)) = 1164 cf + 2121 cf. = 3285 cf.
From calculations provided above the 48-hour capacity of Underground Infiltration
Gallery is~
At elevation 325'
At elevation 326'
At elevation 327'
At elevation 328'
At elevation 329'
At elevation 330'
Q(a) = 0.83 *(0 + 4) / 4* 1200 = 996 cf / hour
Q(a) = 0.83 *(1 + 4) / 4* 1200 = 1,245 cf / hour
Q(a) = 0.83 *(2 + 4) / 4* 1200= 1,494 cf / hour
Q(a) = 0.83 ~(3 + 4) / 4* 1200 = 1,394 cf / hour
Q(a) = 0.83 ~` (4 + 4) / 4* 1200 = 1,992 cf / hour
Q(a) = 0.83 *(5 + 4) / 4* 1200 = 1,245 cf / liour
The 10 yr 24-hours Infiltration provided = 23,904 cf. > Required Volume = l 6,788 cf. therefore is adequate.
The 100 yr 48-hours Infiltration provided = 47,808 cf. > Required Volume = 25,245 cf. therefore is adequate.
See the StormShed output for detailed calculations.
Basin `B'~
According to Storm Shed the 10-year/24-hour storm event will result in peak volume of
12, 519 cf - 0.2874 acft.
According to Storm Shed the 100-year/24-hour storm event will result in peak volume of
19,820 cf - 0.4550 acft.
The underground infiltration gallery was designed to Store and Infiltrate 100-year storm
event from Basin `B'.
The required volume of 19,820 cf will be stored and infiltrated using (4) underground
infiltration drain rock galleries Bottom 75 ft. long x 24 ft. wide x 5 ft. deep.
Total gallery storage capacity using 1~3 void ratio~
V= N(L(W*H-A pipe))*0.3+(A pipe*L)) = 2064 cf + 2121 cf. = 4184 cf.
From calculations provided above the 48-hour capacity of Underground Infiltration
Gallery is~
At elevation 325' Q(a) = 0.83 * (0 + 4) / 4* 1800 = 1,328 cf / hour
At elevation 326' Q(a) = 0.83 * (1 + 4) / 4* 1800 = 1,868 cf / hour
At elevation 327' Q(a) = 0.83 * (2 + 4) / 4* 1800= 2,241 cf ! hour
At elevation 328' Q(a) = 0.83 * (3 + 4) / 4* 1800 = 2,614 cf / hour
At elevation 329' Q(a) = 0.83 * (4 + 4) / 4* 1800 = 2,988 cf / hour
At elevation 330' Q(a) = 0.83 ~ (5 + 4) / 4* 1800 = 3,361 cf / hour
The 10 yr 24-hours Infiltration provided = 31,872 cf.. > Required Volume = 12,519 cf. therefore is adequate.
;
The 100 yr 48-hours Infiltration provided = 63,744 cf > Required Volume = 19,820 cf. therefore is adequate.
See the StormShed output for detailed calculations,
Basin `C'~
According to Storm Shed the 10-year/24-hour storm event will result in peak volume of
19,138 cf - 0.4394 acft.
According to Storm Shed the 100-year/24-hour storm event will result in peak volume of
28, 736 cf - 0.6597 acft.
The underground infiltration gallery was designed to Store and Infiltrate 100-year storm
event from Basin `C'.
The required volume of 28,736 cf will-be stored and infiltrated using (1) underground
infiltration drain rock galleries Bottom 320 ft. long x 4 ft. wide x 5 ft. deep.
Total gallery storage capacity using 1~3 void ratio~
V= N(L(W*H-A pipe))*0.3+(A pipe*L)) = 1164 cf + 2262 cf. = 3426 cf.
From calculations provided above the 48-hour capacity of Underground Infiltration
Gallery is~
At elevation 325'
At elevation 326'
At elevation 327'
At elevation 328'
At elevation 329'
At elevation 330'
Q(a) = 0.83 *(0 + 4) / 4* 1280 = 1,062 cf / hour
Q(a) = 0.83 '~ (1 + 4) / 4* 1280 = 1,328 cf / hour
Q(a) = 0.83 *(2 + 4) / 4* 1280= 1,593 cf / hour
Q(a) = 0.83 *(3 + 4) / 4* 1280 = 1,860 cf / hour
Q(a) = 0.83 *(4 + 4) / 4* 1280 = 2,124 cf / hour
Q(a) = 0.83 *~5 + 4) / 4* 1280 = 2,390 cf / hour
The 10 yr 24-hours Infiltration provided = 25,488 cf.. > Required Volume = 19,138 cf. therefore
is adequate.
The 100 yr 48-hours Infiltration provided = 50,976 cf> Required Volume = 28,736 cf. therefore
is adequate.
See the Storm Shed output for detailed calculations.
Storm Shed Outnut
basin a Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
basin a 0.43 8.00 0.1513 1.14 SBUH/SCS TYPE1A 2 yr
basin a 0.66 8.00 0.2302 1.14 SBUH/SCS TYPE1A 10 yr
basin a ~.2A 8.00 0.0827 1.14 SBUFi/SCS TYPE1A 6 mo
Drainage Area: basin a
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
~ Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.2400 ac 78.00 0.16 hrs
Impervious 0.9000 ac
Total 1.1400 ac
Supporting Data:
Pervious CN Data:
landscaping
Impervious CN Data:
pavement driveway sidewalks
Pervious TC Data:
Flow type: Description:
Sheet across planter strip
Sheet ACROSS Pavement
Sheet along gutter
Channel Pipe flow
Channel pipe flow
Channef pipe flow
Impervious TC Data:
Flow type: Description:
Sheet across pavement
Sheet along gutter
Channel pipe flow
Channel pipe flow
Shallow pipe flow
Channel pipe flow
98.00 0.10 hrs
78.00 0.2400 ac
98.00 0.9000 ac
Length: Slope: Coeff: Travel Time
6.00 ft 2.00% 0.1500 1.27 min
18.50 ft 2.00% 0.1100 2.45 min
250.00 ft 1.00% 0.0110 4.11 min
38.00 ft 0.05% 50.8000 0.56 min
176.00 ft 2.49% 50.8000 0.37 min
147.00 ft 0.50% 50.8000 0.68 min
Length: Slope: Coeff: Travel Time
18.50 ft 2.00% 0.0110 0.39 min
250.00 ft 1.00% 0.0110 4.11 min
38.00 ft 0.50% 50.8000 0.18 min
100.00 ft 1.86% 50.8000 0.24 min
176.00 ft 2.49% 50.8000 0.37 min
147.00 ft 0.50% 50.8000 0.68 min
MOVEHYD [basin a) TO [basin a- 6 mo) AS [6 mo]
Peak F1ow: 02403 cfs Peak Time: 8.00 hrs Hyd Vol: 3602.06 cf - 0.0827 acft
MOVEHYD [basin a] TO [basin a-10 yr] AS [1d yr]
Peak Flow: 0.6577 cfs Peak Time: 8.00 hrs Hyd Vol: 10026.63 cf - 0.2302 acft
MOVEHYD [basin a] TO [basin a-100 yr] AS [100 yr] :
Peak Flow: 0.9132 cfs Peak Time: 8.00 hrs Hyd Vol: 13943.60 cf - 0.3201 acft
Control Structure ID: basin a- Infiltration control structure
Descrip: Multiple Orifice
Start EI Max EI Increment
335.5000 ft 326.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Node ID: basin a
Desc: Manhole structure
Start EI: 325.5000 ft Max EI: 330.5000 ft
Contrib Basin: ~ Contrib Hyd:
Length Width Void Ratio
300.0000 ft 4.0000 ft 40.00
Node ID: BASIN a RLP
Desc: Manhole structure
Start EI: 320.0000 ft Max EI: 323.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: basin a Discharge Id: basin a
RLPCOMPUTE [BASIN a RLP] SUMMARY
100 yr MatchQ=PeakQ= 1.3248 cfs Peak Out Q: 1.0009 cfs - Peak Stg: 327.08 ft - Active Vol:
759.52 cf
. BASIN B Event Summary:
BasinlD Peak Q Peak T. Peak Vol Area Method Raintype
------- (cfs) (hrs) (ac-ft) ac ~ /Loss
BASIN 0.73 8.00 0.2874 2.47 SBUH/SCS TYPE1A
BASIN B 1.23 8.00 0.4550 2.47 SBUH/SCS TYPE1A
BASIN B 0.08 8.00 0.0534 2.47 SBUHlSCS TYPE1A
Drainage Area: BASIN B
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Afis: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 1.6600 ac 78.00 0.15 hrs
Impervious 0.8100 ac 89.53 0.09 hrs
Total ~ 2.4700 ac -
Supporting Data:
Pervious CN Data:
landscaping 78.00 1.6600 ac
Impervious CN Data:
pavement driveway sidewalks 98.00 0.7400 ac
ROOF 0.00 0.0700 ac
Pervious TC Data:
Event
10 yr
100 yr
6 mo
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet across planter strip. . 6.00 ft 2.00% 0.1500 1.27 min
Sheet ACROSS Pavement 18.50 ft 2.00% 0.1100 2.45 min
Sheet along gutter 212.00 ft 1.00% . 0.0110 3.60 min
Channel pipe flow 316.00 ft 0.50% 50.8000 1.47 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet across pavement 18.50 ft 2.00% 0.0110 0.39 min
Sheet along gutter 212.00 ft 1.00% 0.0110 3.60 min
Channel pipe flow 316.00 ft 0.50% 50.8000 1.47 min
MOVEHYD [BASIN B] TO [BASIN B- 6 mo] AS [6 mo]
Peak Flow: 0.0790 cfs Peak Time: 8.00 hrs Hyd Vol: 2325.41 cf - 0.0534 acft
MOVEHYD [BASIN B] TO [BASIN B-10 yr] AS [10 yr] _
Peak Flow: 0.7261 cfs Peak Time: 8.00 hrs Hyd Vol: 12518.53 cf - 02874 acft
MOVEHYD [BASIN B] TO [BA51N B-100 yr] AS [100 yr]
Peak Flow: 1.2323 cfs Peak Time: 8.00 hrs Hyd Vol: 19820.01 cf - 0.4550 acft
Node_ID: basin b
Desc: Manhole structure
Start EI: 325.0000 ft Max EI: 330.0000 ft
Contrib Basin: Contrib Hyd:
, Length Width ' Void Ratio
300.0000 ft 6.0000 ft 40.00
. Node ID: basin b rtp
Desc: Manhofe structure
Start EI: 320.0000 ft Max EI: 323.0000 ft
Contrib Basin: Contrib Hyd:
r
Storage Id: basin b Discharge Id: basin b
RLPCOMPUTE [basin b rlp total] SUMMARY
100 yr MatchQ=PeakQ= 1.2323 cfs Peak Out Q: 1.0076 cfs - Peak Stg: 325.62 ft - Active Vol:
442.96 cf
basin c Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
basin c 0.96 8.00 0.4394 3.16 SBUHlSCS TY PE1A 10 yr
basin c 1.46 8.00 0.6597 3.16 SBUH/SCS TYPE1A 100 yr
basin c 0.28 7.83 0.1178 3.16 SBUH/SCS TY PE1A 6 mo
Drainage.Area: basin c
Hyd Method: SBUH Hyd Loss Method: SC S CN Number
Peak Factor: 484.00 SCS Abs: 0.2 0
Storm Dur: 24.00 hrs Intv: 10. 00 min
Area CN TC
Pervious 2.1200 ac 78.00 0.58 hrs
Impervious 1.0400 ac 98.00 0.07 hrs
Total 3.9 600 ac ~
Supporting Data:
Pervious CN Data:
landscaping 78.00 2.1200 ac
Impervious CN Data:
pavement driveway sidewalks 98.00 1.0400 ac
Pervious TC Data:
F1ow type: Description: Length: Slope: Coeff: Travel Time
Sheet across lot 160.00 ft 0.50% 0.1500 ~ 30.67 min
Sheet ACROSS sidewalk 6.00 ft 2.00°l0 0.1100 0.99 min
Sheet ALONG GUTTER 40.00 ft 4.08% 0.0110 0.54 min
Channel Pipe flow 72.00 ft 0.50% 42.0000 0.40 min
Channel pipe flow 104.00 ft 1.82% 42.0000 0.31 min
Channel pipe flow 100.00 ft 2.36% 42.0000 0.26 min
Channel pipe flow 61.00 ft 4.00% 42.0000 0.12 min
Channel pipe flow 294.00 ft 0.50% 42.0000 1.65 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet across pavement 18.50 ft 2.00% 0.0110 0.39 min
Sheet along gutter 70.00 ft 4.08% 0.0110 0.85 min
Channe! pipe flow 78.00 ft 0.50% 42.0000 0.44 min
Channel pipe flow 104.00 ft 1.82% 42.0000 0.31 min
Channel pipe flow 100.00 ft 2.36% 42.0000 0.26 min
Channe! pipe flow 63.00 ft 4.00% 42.0000 0.13 min
Channel pipe flow 294.00 ft 0.50% 42.0000 1.65 min
' MOVEHYD [basin c] TO [basin c- 6 mo) AS [6 mo]
Peak Flow: 0.2826 cfs Peak Time: 7.83 hrs Hyd Vol: 5132.34 cf - 0.1178 acft
MOVEHYD [basin c] TO [basin c-10 yr] AS [10 yr]
Peak Flow: 0.9582 cfs Peak 7ime: 8.00 hrs Hyd Vol: 19138.55 cf - 0.4394 acft
MOVEHYD [basin cj TO [basin c-100 yr] AS [100 yr]
Peak Flow: 1.4595~cfs Peak Time: 8.00 hrs Hyd Vol: 28736.13 cf - 0.6597 acft
Control Structure ID: Basin C- Infiltration control structure
Descrip: Multiple Orifice
Start EI Max El lncrement
325.0800 ft 326.0800 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Node ID: basin c
Desc: Manhole structure
Start EI: 325.8000 ft Max EI: 330.8000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
320.0000 ft 4.0000 ft 40.00
Node ID: Basin C rlp
Desc: Manhole structure
Start EI: 320.0000 ft Max EI: 323.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: basin c Discharge Id: Basin C
RLPCOMPUTE [BASIN C RLP] SUMMARY
100 yr MatchQ=PeakQ=1.4595 cfs Peak Out Q: 1.0933 cfs - Peak Stg: 327.47 ft - Active Vol: 854.69
cf
Appendix II
Final Drainage and TESC Plan
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. DATE: _ ~3IOB ',~.e g0
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APPROVAL E%PIRES:
PROPERTY LINE
Appendix ~II
FEMA FIRM Map
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Appendix IV
Facility Summary FoYms
- THURSTON REGION
• FACILITY SUMMARY FORM
Complete one (1) for each facility (detention/retention, coalescing plate filter, etc.) on the
project site. Attach 8 1/2 x 11 sketch showing location of facility.
Proponent's Facility Name or ldentifier (e.g., Pond A): See Part 6
Name of Road or Street to Access Facility: Burnett Rd./Moutain View Road
Hearings Examiner Case Number:
Development Rev. Project No./Bldg Permit No.:
Parcel Number: 21713340000 21713340200
To be completed by Utility Staff:
Utility Facility Number
Project Number (num)
Parcel Number Status: (num, 1 ch)
0, Known; 1, Public; 2 Unknown; 3, Unassigned
Basin and Subbasin: (num, 6ch)
(2ch for basin, 2ch for subbasin, 2ch future
Responsible jurisdiction: (alpha, lch)
Part 1- Proict Name and Proponent
Project Name: Green Villa~e Subdivision
Project Owner: Sunshine Olympic Enterprises, Inc
Project Contact: Georee Hom, Ph.D
Address: 2218 Blossomwood Court, NW, Olympia, WA 98502
Phone: ~'~60) 943-74_37
Project Proponent: ('f d fferent) Same
~ Address: Same
4
Phone: Same
r Project Engineer.• Rnhert F.. Nnlcnmh P. F.
Firm: ,~CA Cnn.s~~lting C7YOj,~ Phone: .~~) 493-6002
Part 2 - Project Location
Section 13
Township 17N
Range lE
Part 3- Tvpe of Permit Application
Type o,fpermit (e.g., Commercial Bld~: Residential Subdivision
Other Permits (circle)
~DOF/W HPA ^COE 404
^COE Wetlands ^DOE Dam Safety
^FEMA []Floodplain
QShoreline Mgmt []Rockery/Retaining Wall
^Encroachment ~Grading
^NPDES
^Other Plumbing, Electrical, Ut111IY
Other Agencies (Federal, State, Local, efc.) that have had or will review this Drainage Erosion
Control Plan:
N/A
Part 4 -Pronosed Proiect Descrintion
What stream basin is this project in (e.g., Percival, Woodland): Nisgually River
Project Size, acres 10
Zoning: R-6
Onsite:
Residential Subdivision.•
Number ofLots:
Lot size (average), acres:
Building Permit/Commercial Plat :
Building(s) Footprint, acres :
Concrete Paving, acres:
Gravel Surface, acres:
Lattice Block Paving, acres:
Public Roads (including gravel shoulder), acres:
52
0.13
0
0
1.87
Private Roads (including sidewalks), acres :
Onsite Impervious Surface Total, acres:
Part 5- Pre-Developed Project Site Characteristics
Stream through site, y/n:
Name:
DNR Type:
1.34
3.21
No
Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole,
roadside ditch, sheetflow to adjacent private property, etc.):
Infiltration into ~round
Swales, Ravines, y/n:
Steep slopes, (steeper than 1 S%) y/n:
Erosion hazard, y/n:
1 DD yr. Floodplain, y/n:
Lakes or Wetlands, y/n:
Seeps/Springs, ytn:
High Groundwater Table, y/n:
Wellhead Protection or Aquifer
Sensitive Area, y/n:
No
No
No
No
No
No
No
Yes ~
. Part 6- Facilit~Description - Basin A
' Total Area Tribzdary to Facility Including Offsite (acres): 3.44
Total Onsite Area Tributary to Facility (acres): 3.44
Design Impervious Area Tributary to Faciliry (acres): 1.55
Design Landscaped Area Tributary to Facility (acres): 1.89
Design Total Tributary Area to Facility (acres): 3.44
Enter a one (1) for the type offaciliry.•
Wet pond detention
Wet pond water surface area, acres
Dry pond detention
Underground detention
Infiltration pond
Dry well infiltration
Coalescing plate separator
Centrifuge separator
Other: (I~et vault) 1
Outlet type (Enter a one (1) for each type present)
Filter
Dil water separator
Single orifice
Multiple orifices
Weir
Spillway
Pump(s)
Other (infiltration to groundwater) 1
Part 7- Release to Groundwater
Design Percolation Rate to Groundwater (if applicable) 20 in/hr
i
Part 6- Facilitv Description - Basin B
Total Area Tributary to Faciliry Including Offsite (acres): 2.85
Total Onsite Area Tributary to Facility (acres): 2.85
Design Impervious Area Tributary to Facility (acres): 1.34
Design Landscaped Area Tributary to Faciliry (acres): 1. SI
1?esign Total Tributary Area to Faciliry (acres): 2.85
Enter a one (1) for the type offacility:
Wet pond detention
Wet pond water surface area, acres
Dry pond detention
Underground detention
Infiltration pond
Dry well infiltration
Coalescing plate separator
Centrifuge separator
Other: (TJet vault) 1
Outlet type (Enter a one (1) for each type present)
Filter
Oil water separator
Single orifice
Multiple orifices
Weir
Spillway
Pump(s)
Other (in~ltration to groundwater) 1
Part 7- Release to Groundwater
Design Percolation Rate to Groundwater (if applicable) 20 inches/hour
Part 6- Facilitv Description - Bain C
Total Area Tributary to Facility Including Offsite (acres): 3.85
Total Onsite Area Tributary to Facility (acres): 3.85
Design Impervious Area Tributary to Facility (acres): 1. 73
Design Landscaped Area Tributary to Faciliry (acres): 2.12
Design Total Tributary Area to Facility (acres): 3.85
Enter a one (1) for the rype of facility:
Wet pond detention
Wet pond water surface area, acres
Dry pond detention
Underground retention
Infiltration pond
Dry well inftltration
Coalescing plate separator
Cenlrifuge separator
Other: (T~et vault) 1
Outlet type (Enter a one (1) for each type present)
Filter
Oil water separator
Single orifice
Multiple orifices
Weir
Spillway
Pump(s)
Other (infiltration) 1
Part 7- Release to Groundwater
Design Percolation Rate to Groundwater ('f applicable) 20 in/hr
~
~-
~
Appendix V
Maintenance Agreement
• AGREEMENT TO MAINTAIN
~ STORMWATER FACILITIES
~ BY AND BETWEEN
GREEN VILLAGE SUBDIVISION
HOMEOWNER'S ASSOCIATION
1TS HEIRS, SUCCESSORS, OR ASStGNS
(HEREINAFTER "OWNER")
AND
THE CITY OF YELM
(HEREINAFTER "JURISDICTION")
The upkeep and maintenance of stormwater facilities is essential to the protection of
water resources. All property owners are expected to conduct business in a manner that
promotes enviranmental protection. This Agreement contains specific provisions with
respect to maintenance of on site stormwater facilities.
LEGAL DESCRIPTION: Plat of green Village, Thurston County, Yelm, WA
Whereas, OWNER has constructed improvements, including but not limited to, homes,
pavement, and stormwater facilities on the property described above. In order to further the
goals of the JURISDICTION to ensure the protection and enhancement of JURISDICTION's
water resources, the JURISDICTION and OWNER hereby enter into this Agreement. The
responsibilities of each party to this Agreement are identified below.
OWNER SHALL:
(1) Implement the stormwater facility maintenance program included herein as Attachment
„A~~
THE JURISDICTION SHALL:
(1) Provide technical assistance to OWNER in support of its operation and maintenance
activities conducted pursuant to its maintenance program. Said assistance shall be
provided upon request, and as City time and resources permit, at no charge to
OWNER.
(2) Conduct a minimum of one (1) site visit per year to discuss performance and problems
with OWNER.
(3) Review this agreement with OWNER and modify it as necessary at {east once every
three (3) years.
;, REMEDIES:
'` (1) If the JURISDICTION determines that maintenance or repair work is required to be
• done to the stormwater facility existing on the OWNER property, the JURISDICTION
shail give the owner of the property within which the drainage facility is located, and the
person or agent in control of said property, notice of the specific maintenance and/or
repair required. The JURISDICTION shall set a reasonabie time in which such work is
• to be completed by the persons who were given notice. if the above required
- maintenance and/or repair is not completed within the time set by the JURISDICTION,
written notice will be sent to the persons who were given notice stating the
JURISDICTION's intention to perform such maintenance and bill the owner for all
incurred expenses. The JURISDICTION may also revoke stormwater utility rate credits
for the quality component or invoke surcharges to the quantity component of the
OWNER bill if required maintenance is not performed.
(2) If at any time the JURISDICTION determines that the existing system creates any
imminent threat to public health or welfare, the JURISDICTION may take immediate .
measures to remedy said threat. No notice to the persons listed in (1), above, shaN be
required under such circumstances. All other OWNER responsibilities remain in effect.
(3) The owner grants unrestricted authority to the JURISDICTION for access to any and all
stormwater system features for the purpose of perForming maintenance or repair as
may become necessary under Remedies (1) and/or (2).
(4} The persons listed in (1), above, shall assume all responsibility for the cost of any
maintenance and for repairs to the stormwater facility. Such responsibility shall include
reimbursement to the JURISDICTION within 90 days of the receipt of the invoice for
any such work perFormed. Overdue payments will require payment of interest at the
current legal rate for liquidated judgments. If legal action ensues, any costs or fees
incurred by the JURISDICTION will be borne by the parties responsible for said
reimbursements.
This Agreement is intended to protect the value and desirability of the real property
described above and to benefit all the citizens of the JURISDICTION. It shall run with
the land and be binding on all parties having or acquiring from OWNER or their
successors any right, title, or interest in the property or any part thereof, as well as their
titfe, or interest in the property or any part thereof, as well as their heirs, successors,
and assigns. They sha!! inure to the benefit of each present or future successor in
interest of said property or any part thereof, or interest therein, and to the benefit of all
citizens of the JURISDICTION.
Owner
,V
~
.'
STATE OF WASHINGTON
COUNTY OF THURSTON
ss.
On the day of , 200_, personally appeared before me,
known to be the individual(s) described, and who executed the
foregoing instrument and acknowledge that helshe signed the same as his/her free and
voluntary act and deed for the uses and purposes therein mentioned.
Given under my hand and official seal this day of , 200_
Notary Public in and for the
State of Washington, residing at
My commission expires
City of Yelm
STATE OF WASHINGTON )
) ss.
COUNTY OF THURSTON )
On the day of , 200_, personally appeared before me,
, who executed the
foregoing instrument and acknowledge the said instrument to be the free and voluntary act
and deed of said Municipal Corporation for the uses and purposes therein mentioned and on
oath states he is authorized to execute the said instrument.
Given under my hand and official seal this day of , 200_
Notary Public in and for the
State of Washington, residing at
My commission expires
Y
~
Appendix VI
Vicinity Map
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