prelim drianage reportPreliminary Drainage Report
Tahoma Terra
Yelm, Washington
March 2005
Project Information
Prepared for: Tahoma Terra L.L.C.
Contact: Steven L. Chamberlain
4200 6th Ave .SE, Ste. 301
Lacey, WA 98503
(360) 493-6002
Reviewing Agency
CITY: City of Yelm, WA
Project Number:
Project Contact:
Project Engineer
Prepared by: SCA Consulting Group
4200 6th Avenue SE, Ste. 301
Lacey, WA 98503
(360) 493-6002
FAX (360) 493-2476
Contact: Marek J. Danilowicz, PE
Civil Engineer
SCA Project: 04104
File Number: G:\text\pf\2004\04104\reports\pdr100507.doc
PROJECT ENGINEERS CERTIFICATION: I hereby certify that this Drainage Report and Erosion Control Plan for Tahoma Terra in Yelm, Washington has been prepared by me or under my supervision
and meets the intent of the City of Yelm Development Guidelines and 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.
Table of Contents
PART I – DRAINAGE PLAN 1
Section 1 - Proposed Project Description 1
Section 2 - Existing Conditions 7
Section 3 - Infiltration Rates/Soils Report 7
Section 4 - Wells and Septic Systems 8
Section 5 - Fuel Tanks 8
Section 6 - Sub-Basin Description 8
Section 7 - Analysis of the 100-Year Flood 8
Section 8 - Aesthetic Considerations for Facilities 9
Section 9 - Facility Sizing and Downstream Analysis 9
SECTION 10 - Covenants, Dedications and Easements 9
SECTION 11 – Property Owners Association Articles Of Incorporation 9
PART II - EROSION CONTROL PLAN 10
Section 1 - Construction Sequence And Procedure 10
Section 2 - Trapping Sediment 10
Section 3 - Permanent Erosion Control & Site Restoration 11
Section 4 - Geotechnical Analysis And Report 11
Section 5 - Inspection Sequence 11
Section 6 - Control Of Pollutants Other Than Sediments 11
PART III - MAINTENANCE PLAN 12
Section 1 - Required Maintenance 12
APPENDICES
Appendix 1- Storm Drainage Calculations
Appendix 2- Drainage Plan
Appendix 3- FEMA Map
Appendix 4- Facility Summary Forms
Appendix 5 Soil Evaluation Report
Appendix 6- Maintenance Agreement
Appendix 7. Well Information
Appendix 8- Vicinity Map
Appendix 9- Basin Map
PART I – DRAINAGE PLAN
The format of this report follows the outline provided in the Drainage Design and Erosion Control Manual for the Puget Sound Basin (WSDOE) per the City of Yelm
Development Guidelines.
Section 1 - Proposed Project Description
Parcel Number: 2172 43 10100, 2172 43 40100
Total Site Area: 57+- acres
Address: Tahoma Terra, LLC
14848 Longmire St. SE
Yelm, Washington
Zoned: MPC, R-14
Required Permits: Building, Grading, Paving, etc.
Legal Description:
City of Yelm Boundary Line Adjustment No, BLA-04-0166-YL a Portion of the East Half of the Southeast Quarter of Section 23, The West Half of the Southwest Quarter, The Northeast Quarter
of the Southeast Quarter and Southeast Quarter of the Southwest Quarter of Section 24, All in Township 17 North, Range 1 East, W.M.
Site Location
The project site is located in the City of Yelm, Washington. Access to the site is from Yelm Ave, Longmire St. SE to the South and Berry Valley Road to the North.
See Vicinity Map, Appendix 8.
Project Overview
The Proponent is proposing to construct a mixed-use development. The development has been divided into two separate Divisions. Division 1 (15+_ acres) consists of 89 single-family lots.
Division 2 (25+_ acres) consist 127 single-family lots, Tract A, B, C, D, and E will be developed later as commercial activities. In addition part of Division2 will be develop in the
future to Community Park and 18 Fairway Town homes (17+- acres). Construction will include clearing and grading of the site, installation of underground utilities, on-site paving and
concrete work.
Post-Development Basin Area Summary
Basins
Impervious Pavement
Impervious Sidewalk
Impervious Driveways
Roofs
Disturbed Pervious
Total
BASIN A
0.93
0.36
0.00
0.00
0.45
1.74
BASIN B
0.41
0.07
0.18
0.55
1.55
2.76
BASIN C
0.38
0.17
0.10
0.31
0.99
1.95
BASIN D
0.35
0.08
0.24
0.72
1.34
2.73
BASIN E
0.40
0.06
0.10
0.31
1.06
1.93
BASIN F
0.48
0.12
0.09
0.28
0.84
1.81
BASIN G
0.53
0.05
0.37
1.10
1.73
3.78
BASIN H
0.50
0.07
0.21
0.62
1.19
2.59
BASIN I
0.31
0.08
0.11
0.34
1.09
1.94
BASIN J
0.47
0.11
0.21
0.62
1.03
2.44
BASIN K
0.55
0.11
0.23
0.69
1.47
3.05
BASIN L
1.54
0.48
0.08
0.24
1.26
3.60
BASIN M
0.46
0.15
0.06
0.17
0.63
1.47
BASIN N
0.84
0.15
0.26
0.79
1.47
3.52
BASIN O
0.25
0.11
0.05
0.14
0.36
0.90
BASIN P
1.23
0.25
0.15
0.45
1.28
3.36
BASIN Q
0.27
0.09
0.00
0.00
0.13
0.49
TOTAL
9.90
2.51
2.44
7.33
17.87
40.06
Storm Drainage Improvements:
The completed project excluding Tract A through Tract E, and Community Park with Fairway Town homes will create approximately 9.90 acres of new impervious roadways, 2.51 acres of pervious
sidewalks, 2.44 acres of pervious driveways, 7.33 acres of roof area, and 17.87 acres disturbed pervious area with community green areas.
Stormwater Treatment/Infiltration:
Stormwater treatment requirements are based on the 1992 edition of the WSDOE Stormwater Management Manual using a design infiltration rate of 20-inches/hour (and minimum requirements
of 1000 cubic feet per acre of disturbed pervious and 3000 cubic feet per acre of impervious area.) StormShed and Spretsheet software were used to size treatment facilities. Preliminary
treatment calculations are provided in Appendix I. See Appendix 8 for the Basin Map.
Basin A:
Runoff from the proposed roadways will sheet flow to a series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water will then be discharged
from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended,
soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide underneath the bio-infiltration swales
to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin B:
Basin B includes the 16 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin C:
Basin C includes the 9 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations.
Basin D:
Basin D includes the 21 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin E:
Basin E includes the 9 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide
for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin F:
Basin F includes the 8 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin G:
Basin G includes the 32 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin H:
Basin H includes the 18 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin I:
Basin I includes the 10 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-
line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin J:
Basin J includes the 18 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin K:
Basin K includes the 20 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin L:
Basin L includes the 7 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin M:
Basin M includes the 5 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel
which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage
and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin N:
Basin N includes the 23 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin O:
Basin O includes the 4 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin P:
Basin P includes the 13 lots with access road and internal landscaping areas.
Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water
will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer
shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide
underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations.
Basin Q:
Runoff from the proposed roadways will sheet flow to a series of street side catch basins. The catch basins will be connected with a 12” storm pipe. The storm water will then be discharged
from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended,
soil, and pea gravel which will provide
stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration
back to groundwater for the 100-year storm. See Appendix 1 for calculations.
Roof Runoff:
Roof runoff from each lot will be tight lined to individual lot roof drywells. The drywells shall be designed per WSDOE Stormwater Manual based on an average roof size of 1,500 sf.
for Soil Hydrologic Group ‘B’ (Spanaway Gravelly Sandy Loam 110 Series) and approved prior to building permit issuance.
Section 2 - Existing Conditions
The proposed site is relatively flat. The property located to the west is rolling and hilly with broad valley areas. The project site is currently occupied by one residential building,
dairy barns and several outbuildings centrally located on the parcel. The site is accessible from Berry Valley Road to the north; Longmire Street SE bound the site to the south, residential
to the east and undeveloped property to the west. Vegetation consists of actively used agricultural pastured grasses, trees and under story plants.
The site is bisected by Thompson Creek, a low flow and sometimes intermittent stream that partially drains the wetlands located to the south of the proposed development.
This creek flows north into the Nisqually River near the Centralia City Light Electrical Power facility. In addition, there are some wetlands associated with Thompson Creek.
These wetlands have been analyzed by previous studies and are being updated utilizing “Best Available Science” techniques.
The property owners have a surface water right to extract and use a substantial amount of the available water. This water may be used for open space, parklands, and landscape area irrigation
or converted to domestic use.
This project is located in an aquifer sensitive area, according to the 1986 Thurston County Comprehensive Plan Map M-8. The site is within a 5-year and 10 year well head protection
area. An Integrated Pest Management Plan will be developed for the project and provided to the DEVELOPER.
Section 3 - Infiltration Rates/Soils Report
The Soil Conservation Service (SCS) Soil Survey of Thurston County classifies the on-site soils as Spanaway Gravely Sandy Loam (110) series. (See Appendix 5).
Geotechnical and Subsurface Exploration and Infiltrations Tests were performed by William Parnell, PE Soil Engineer. His report, dated 14 January 2005, is included by reference.
No groundwater was encountered in the test pits, therefore the bottom of the bio-infiltration swales will be at least three feet above the seasonal high ground water table, per WSDOE
requirements.
An infiltration rate of 20 inches per hour was used for design purposes. This is conservative rate based on actual infiltration rates observed in the field.
Section 4 - Wells and Septic Systems
Thurston County Environmental Health will be conducting as well as a site visit be make to determine if there were any wells or existing/abandoned septic systems on the property.
Domestic and agricultural water supply to the properties are serviced by the three wells. These wells along with their Water rights may provide opportunities for domestic water for
the community. See Appendix 7 for location of identified wells on the project site.
Thurston County has no records of existing or abandoned septic systems on adjacent properties within 100 ft of the proposed infiltration facilities.
Any septic systems found will be removed in accordance with Thurston County Department of Health standards.
City sewer and water will serve the entire development. This project will be served by a conventional gravity sewer collection system; a large S.T.E.P. tank and municipal effluent pump
station. Effluent from Divisions 1 and 2 will be pump via a 3” – 4” diameter force along Longmire Street connecting to and existing 3” diameter effluent main.
Division 1 and 2 will be served by extending an existing 8” diameter domestic water line on Longmire Road into the project site. Additionally a 10” diameter line extension in the southeast
corner from Nisqually estates will be needed.
Tahoma Terra will be served throughout by Yelm’s reuse water. A new 12’ diameter pipe extension will be installed along the Killian Road/ Tahoma Terra Boulevard into the project. Tahoma
Terra will use the water to irrigate open space and landscape areas and possibly for creek maintenance and ground water recharge.
Section 5 - Fuel Tanks
A review of the DOE’s Leaking Underground Storage Tanks (LUST) list did not indicate the presence of any existing or abandoned fuel tanks on or near the project site. In addition a site
visit was conducted and no underground storage tanks were found.
Section 6 - Sub-Basin Description
The project site is located within the Yelm Creek Drainage Basin per the Thurston County Comprehensive Map M-4. There is no significant off-site runoff to the project site. There will
be no runoff from the project site for the 100-year, 24-hour storm event.
No handling of hazardous materials on this site is in forecast
Section 7 - Analysis of the 100-Year Flood
The site is found in FEMA Panel Number 53031 0001 A, which lies within Zone X and Zone A. This project does lie adjacent to and contain a stream onsite and has been identified as a
100 year flood hazard area. However, local or spot flooding, if it exists, usually is not shown on FEMA flood insurance rate maps, and especially if the source of flooding is related
to logging, development, or drainage modifications since the date of the map. Although the Engineer is alert to the possibility of flooding from such sources, it cannot be warranted
that all areas subject to flooding on or down-gradient of the project site are represented on this map. See Appendix 3.
Section 8 - Aesthetic Considerations for Facilities
All disturbed pervious areas will be vegetated and landscaped during construction. A landscape plan will be submitted and approved prior to construction. No pond is proposed for this
project and thus fences and other unsightly features of such facilities are not an issue.
Section 9 - Facility Sizing and Downstream Analysis
Detailed storm drainage calculations are included in Appendix 1 of this report. All on-site stormwater runoff will be treated, stored, and infiltrated on-site.
Calculations for sizing of facilities are included in Appendix 1.
Since all stormwater will be infiltrated onsite, a downstream analysis was deemed unnecessary.
SECTION 10 - Covenants, Dedications and Easements
Drainage facilities including the bio-infiltration swales will require routine maintenance. A draft maintenance agreement between the owner and Thurston County is included in Appendix
6, which will allow City access to the facilities. Thurston County will provide technical assistance at the owner’s request.
SECTION 11 – Property Owners Association Articles Of Incorporation
In light of the residential nature of this project, special covenants covering landscape, maintenance, signage, stormwater, and site maintenance may be put in place at the time of final
platting. The Home Owners Association and/or their representatives will perform maintenance of these private storm drainage facilities.
PART II - EROSION CONTROL PLAN
Section 1 - Construction Sequence And Procedure
The proposed project will include an erosion control plan designed to contain silt and soil within the project boundaries during construction, and permanent erosion control afterwards.
Erosion/sedimentation control will be achieved by a combination of structural/vegetation cover measures and construction practices tailored to fit the site.
Best Construction Management Practices (BMP's) will be employed to properly clear and grade the site and to schedule construction activities. Before any construction begins on-site,
erosion control facilities shall first be installed. Schedule preconstruction conference with the city, contractor, project engineer, and construction-staking surveyor. The planned
construction sequence is as follows:
1. Install rock construction entrances. Use 4" to 8" diameter spalls with 12" minimum depth.
2. Install filter fabric fencing and construction fence where appropriate.
Clear site (grubbing and rough grading).
Designate an area for washing of equipment and concrete trucks to control the runoff and eliminate entry into the storm drainage systems
During November 1 through March 31, all disturbed areas greater than 5,000 sf that are to be left unworked for more than twelve (12) hours shall be stabilized by one of the following:
mulch, sodding or plastic covering.
Provide catch basin inlet protection by installing silt socks under grates of all inlets to drainage system.
Install utilities (water, sanitary sewer, power, etc.).
Install pervious concrete, curbing, sidewalks, etc.
Landscape and/or seed all disturbed areas.
Maintain all erosion control facilities until the entire site is stabilized and silt runoff ceases.
After the site has been stabilized the infiltration trench will be restored to designed conditions.
Section 2 - Trapping Sediment
The soils on-site belong to the Spanaway group and have slight erosion potential according to the SCS. During construction, care must be taken to prevent erosion of exposed soils.
Drainage facility infiltration surfaces must be properly protected from contamination by the fine-grained upper horizon soils and from compaction by site construction activities. Filter
fabric fencing will be installed wherever runoff has the potential to impact downstream resources. This shall include the areas along downstream property lines as shown on the erosion
control plan. During construction, the Contractor will also be required to install filter fabric fencing as needed, and as directed by the Engineer and/or the City of Yelm. Catch basin
protection shall be provided by installing silt socks under grates of all inlets to drainage system.
Stabilized construction entrances will be installed to prevent vehicles from tracking soil away from the site. If sediment is tracked off-site, it shall be swept or shoveled from paved
surfaces on a daily basis, so that it is not washed into existing catch basins and/or grass ditches.
All disturbed/exposed soils shall be covered with straw or mulch to prevent erosion in these areas. The Contractor will not be allowed to leave disturbed areas greater than 5,000 sf
(that are to be left unworked for more than twelve (12) hours) uncovered during the rainy season from November 1 through March 31. Mulch, sodding or plastic covering will be used to
prevent erosion in these areas.
Section 3 - Permanent Erosion Control & Site Restoration
All disturbed areas will be paved, covered with a building, or landscaped with grass, shrubbery or trees per the development plans.
Section 4 - Geotechnical Analysis And Report
There are no slopes exceeding 15-percent, therefore, a geotechnical report was deemed unnecessary for slope analysis. See Appendix 5 for a complete soils description.
Section 5 - Inspection Sequence
In addition to City inspections, the Project Engineer shall inspect the 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:
1. The erosion control facilities should be inspected before the start of clearing and grading to ensure the following structures are in place:
a. Construction Entrance
Filter Fabric Fences
Catch Basin Inlet Protection
The conveyance systems will be inspected during the construction process to ensure the following are installed correctly:
a. Pavement Drainage
Catch Basins
Conveyance piping
Roof Drain Piping
3. The permanent site restoration measures shall be inspected after landscaping is completed.
The erosion control and conveyance items listed above shall be inspected as soon as practical following every significant rainfall event (2-inches in a 24-hour period) that occurs during
construction.
A final inspection will be performed to check final grades, settings of control structures and all necessary findings to complete as-built drawings and to fulfill requirements of certification.
The Soils Professional shall perform a sufficient number of infiltration tests and/or soil logs after construction to determine the facility will operate as designed.
Section 6 - Control Of Pollutants Other Than Sediments
Washout from concrete trucks shall not be dumped into the storm drain, or onto soil and pavement, which carries stormwater runoff. It shall be dumped into a designated area to be later
backfilled or hardened and broken up for disposal into a dumpster. The Contractor is required to designate a washdown area for equipment and concrete trucks. Catch basins inlet protection
and filter fabric fencing shall remain in place until construction on the site is complete.
PART III - MAINTENANCE PLAN
Section 1 - Required Maintenance
The on-site storm drainage facilities will require occasional maintenance. The following is based on minimum requirements as set forth in the Drainage Design and Erosion Control Manual
of Thurston County. The required maintenance and frequency of maintenance are as follows:
The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Let us know if
there are any components that are missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system components
on the following schedule:
Monthly from November through April.
Once in late summer (preferably September).
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 you looked for each time you did an inspection. Add comments on problems found and actions taken. Keep these “Checked” sheets
in your files, as they will be used to write your annual report (due in May). Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at
the left of each item as a guideline for your inspection.
You may call the CITY for technical assistance. Please do not hesitate to call, especially if you are unsure whether a situation you have discovered may be a problem.
The on-site storm drainage facilities will require occasional maintenance. The following is based on minimum requirements as set forth in the Drainage Design and Erosion Control Manual
of the City of Yelm.
THURSTON COUNTY 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 Identifier (e.g., Pond A). . . . . . . . . . . . . .:
Bio-infiltration swales and pervious pavement
Name of Road or Street to Access Facility:. . . . . . . . . . . . . . . . . . . . . .
Longmire Street SE,
Berry Valley Road
Tahoma terra Blvd.
99 Ave. SE, Terra View St. SE, 99th WAY SE, Terra Glenn St SE
Hearings Examiner Case Number:. . . . . . . . . . . . . . . . . . . . . . . . . . . .
Development Rev. Project No./Bldg. Permit No.:. . . . . . . . . . . . . . . . .
Parcel Number:. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
21724319100
21724340100
To be completed by Utility Staff:
Utility Facility Number
_______________________
Project Number (num)
_______________________
Parcel Number Status: (num, 1ch)
0, Known; 1, Public; 2 Unknown;
3, Unassigned
_______________________
Basin and Subbasin: (num, 6ch)
(2ch for basin, 2ch for subbasin, 2ch future
_______________________
Responsible CITY: (alpha, 1ch)
_______________________
Hall Equities Group
Contact: Steven L. Chamberlain
4200 6th Avenue SE, Suite 401
Lacey, WA 98503
Part 1 - Project Name and Proponent
Project Name. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Tahoma Terra LLC
Project DEVELOPER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Project Contact . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Steven L. Chamberlain
Address . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4200 6th Avenue SE Suite 301
Phone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Project Proponent: (if different). . . . . . . . . . . . . . . . . .
Same
Address .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Same
Phone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Same
Project Engineer . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Marek J. Danilowicz, P.E.
Firm. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SCA Consulting Group
360-493-6002
Part 2 - Project Location
Section(s)
33
Township
18 N
Range
1 W, Willamette Meridian
Part 3 - Type of Permit Application
Type of permit (e.g., Commercial Bldg.):
Other Permits (circle)
DOF/W HPA COE 404
COE Wetlands DOE Dam Safety
FEMA Floodplain
Shoreline Mgmt Rockery/Retaining Wall
Encroachment Grading
NPDES
Other
Other Agencies (Federal, State, Local, etc.) that have had or will review this Drainage Erosion Control Plan:
N/A
Part 4 -Proposed Project Description
What stream basin is this project in (e.g., Percival, Woodland). . . . . . . .
Yelm
Project Size, acres. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
40.06 Ac
Zoning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
On-site:
Residential Subdivision:
Number of Lots:.. . . . . . . . . . . . . . . . . . . . . . . . . . .
216
Lot size (average), acres:. . . . . . . . . . . . . . . . . . . .
0.1147
Building Permit / Commercial:. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Building Footprint, acres:. . . . . . . . . . . . . . . . . . . .
Concrete Paving, acres: :. . . . . . . . . . . . . . . . . . .
Gravel Surface, acres::. . . . . . . . . . . . . . . . . . . . .
Lattice Block Paving, acres:.:. . . . . . . . . . . . . . . . .
Porous paving, acres
Public Roads (including gravel shoulder), acres:. . . . . . . . . . . . . .
12.41
Private Roads (including gravel shoulder), acres :. . . . . . . . . . . . .
On-site Impervious Surface Total, acres:. . . . . . . . . . . . . . . . . . . .
Part 5 - Pre-Developed Project Site Characteristics
Stream through site, y/n:
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .NO
Name:
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N/A
DNR Type:
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N/A
Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole, roadside ditch, sheetflow to adjacent private property, etc.):
Groundwater
Infiltration into ground, y/n:. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Yes
Swales, Ravines, y/n: :. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
No
Steep slopes (steeper than 15%) y/n: . . . . . . . . . . . . . . . . . . . .
No
Erosion Hazard, y/n :. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
No
100 yr. Floodplain, y/n: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Yes
Lakes or Wetlands, y/n: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
No
Seeps/Springs, y/n: :. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
No
High Groundwater Table, y/n: . . . . . . . . . . . . . . . . . . . . . . . . . . .
No
Wellhead Protection or Aquifer Sensitive Area, y/n:. . . . . . . . . .
Yes
Part 6 - Facility Description – Bio Infiltration and Infiltration Galleries
Total Area Tributary to Facility Including Off-site (acres):. . . . . . . . . . . .
40.06 ac
Total On-site Area Tributary to Facility (acres): . . . . . . . . . . . . . . . . . . .
40.06ac
Design Impervious Area Tributary to Facility (acres):. . . . . . . . . . . . . . .
9.90 ac
Design Landscaped Area Tributary to Facility (acres):. . . . . . . . . . . . . .
0.00 ac
Design Total Tributary Area to Facility (acres):. . . . . . . . . . . . . . . . . . . .
9.90 ac
Enter a one (1) for the type of facility: ):. . . . . . . . . . . . . . . . . . . . . . . . . .
Wet pond detention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wet pond water surface area . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Dry pond detention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Underground detention . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Infiltration pond. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Dry well infiltration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Coalescing plate separator . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Centrifuge separator . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Biofilter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1
Other. . . . . . . . . . . .
Outlet type (Enter a one (1) for each type present)
Filter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Oil water separator . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Single orifice. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Multiple orifice. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Weir . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Spillway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Pump(s) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
Other (infiltration to groundwater) . . . . . . . . . . . . . . . . . . . . . . . . . .
1
Part 7 - Release to Groundwater
Design Percolation Rate to Groundwater (if applicable). . . . . . . . . . . .
20 inches/hour
Part I
Drainage Plan
Part II
Erosion Control Plan
Part III
Maintenance Plan
Appendix 1
Storm Drainage Calculations
DRAINAGE CALCULATIONS
The following calculations are based on the requirements contained in the 1992 edition of the WSDOE Stormwater Management Manual.
DESIGN AND BASIN INFORMATION SUMMARY:
Post-Development Basin Area Summary
Basins
Impervious Pavement
Impervious Sidewalk
Impervious Driveways
Roofs
Disturbed Pervious
Total
BASIN A
0.93
0.36
0.00
0.00
0.45
1.74
BASIN B
0.41
0.07
0.18
0.55
1.55
2.76
BASIN C
0.38
0.17
0.10
0.31
0.99
1.95
BASIN D
0.35
0.08
0.24
0.72
1.34
2.73
BASIN E
0.40
0.06
0.10
0.31
1.06
1.93
BASIN F
0.48
0.12
0.09
0.28
0.84
1.81
BASIN G
0.53
0.05
0.37
1.10
1.73
3.78
BASIN H
0.50
0.07
0.21
0.62
1.19
2.59
BASIN I
0.31
0.08
0.11
0.34
1.09
1.94
BASIN J
0.47
0.11
0.21
0.62
1.03
2.44
BASIN K
0.55
0.11
0.23
0.69
1.47
3.05
BASIN L
1.54
0.48
0.08
0.24
1.26
3.60
BASIN M
0.46
0.15
0.06
0.17
0.63
1.47
BASIN N
0.84
0.15
0.26
0.79
1.47
3.52
BASIN O
0.25
0.11
0.05
0.14
0.36
0.90
BASIN P
1.23
0.25
0.15
0.45
1.28
3.36
BASIN Q
0.27
0.09
0.00
0.00
0.13
0.49
Total
9.90
2.51
2.44
7.33
17.87
40.06
BASIN A Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN A 0.34 8.00 0.1144 1.29 SBUH/SCS TYPE1A 6 mo
BASIN A 1.15 8.00 0.4047 1.29 SBUH/SCS TYPE1A 100 yr
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 0.0000 ac 92.00 0.00 hrs
Impervious 1.2900 ac 98.00 0.14 hrs
Total 1.2900 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.9300 ac
SIDWALK 98.00 0.3600 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Along Flow Line of Gutter 270.00 ft 0.40% 0.0110 6.46 min
Sheet Accross Roadway 27.00 ft 2.00% 0.0110 0.54 min
Channel Through Strom Water Pipe 100.00 ft 0.50% 21.0000 1.12 min
Sheet Accross Sidewalks 12.00 ft 2.00% 0.0110 0.28 min
MOVEHYD [BASIN A] TO [BASIN A - 6 mo] AS [6 mo]
Peak Flow: 0.3354 cfs Peak Time: 8.00 hrs Hyd Vol: 4982.02 cf - 0.1144 acft
MOVEHYD [BASIN A] TO [BASIN A - 100 yr] AS [100 yr]
Peak Flow: 1.1483 cfs Peak Time: 8.00 hrs Hyd Vol: 17629.89 cf - 0.4047 acft
Control Structure ID: Infiltration - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
330.0000 ft 340.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE A
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
200.0000 ft 0.10 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY A 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN A - 6 mo] THRU [BIOSWALE A] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE A 1.2900 0.3354 ---- 1.00 0.1302 Ditch 0.3721 ----- BASIN A
ROUTEHYD [BASIN A - 100 yr] THRU [BIOSWALE A] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE A 1.2900 1.1483 ---- 1.00 0.2813 Ditch 0.6681 ----- BASIN A
Node ID: INFILTRATION A
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
200.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN A RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
RLPCOMPUTE [BASIN A RLP] SUMMARY
Storage Id: INFILTRATION A Discharge Id: Infiltration
100 yr MatchQ=PeakQ= 1.1483 cfs Peak Out Q: 0.2299 cfs - Peak Stg: 192.74 ft - Active Vol: 1512.49 cf
BASIN B Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN B 0.16 8.00 0.0523 0.59 SBUH/SCS TYPE1A 6 MO
BASIN B 0.54 8.00 0.1851 0.59 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN B
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.5900 ac 98.00 0.08 hrs
Total 0.5900 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.4100 ac
DRIVEWAYS 98.00 0.1800 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ALONG FLOW LINE OF GUTTER 270.00 ft 1.64% 0.0110 3.10 min
Channel PIPE FLOW 60.00 ft 0.50% 21.0000 0.67 min
Sheet ACROSS PAVEMENT 18.50 ft 2.00% 0.0110 0.40 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN B] TO [BASIN B - 6 MO] AS [6 MO]
Peak Flow: 0.1582 cfs Peak Time: 8.00 hrs Hyd Vol: 2278.59 cf - 0.0523 acft
MOVEHYD [BASIN B] TO [BASIN B - 100 YR] AS [100 YR]
Peak Flow: 0.5395 cfs Peak Time: 8.00 hrs Hyd Vol: 8063.11 cf - 0.1851 acft
Control Structure ID: Infiltration - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIO SWALE B
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
120.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY B 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.4190 ac 1.0405 cf 1.0405 cf 1.2627 ft/s 0.1005 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN B - 6 mo] THRU [BIO SWALE B] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIO SWALE B 0.5900 0.1582 ---- 1.00 0.0463 Ditch 0.6609 ----- BASIN B
ROUTEHYD [BASIN B - 100 yr] THRU [BIO SWALE B] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIO SWALE B 0.5900 0.5395 ---- 1.00 0.1005 Ditch 0.9627 ----- BASIN B
Node ID: INFILTRATION B
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
110.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN B RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION B Discharge Id: Infiltration
RLPCOMPUTE [BASIN B RLP] SUMMARY
100 yr MatchQ=PeakQ= 0.5395 cfs Peak Out Q: 0.1537 cfs - Peak Stg: 191.96 ft - Active Vol: 580.13 cf
Basin C Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
Basin C 0.17 8.00 0.0576 0.65 SBUH/SCS TYPE1A 6 MO
Basin C 0.57 8.00 0.2039 0.65 SBUH/SCS TYPE1A 100 YR
Drainage Area: Basin C
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.6500 ac 98.00 0.17 hrs
Total 0.6500 ac
Supporting Data:
Impervious CN Data:
Roadway 98.00 0.3800 ac
SIDEWALK 98.00 0.1700 ac
DRIVEWAY 98.00 0.1000 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Along Flow Line of Gutter 350.00 ft 0.50% 0.0110 7.27 min
Channel PIPE FLOW 140.00 ft 0.50% 21.0000 1.57 min
Sheet ACROSS PEVEMENT 27.00 ft 2.00% 0.0110 0.54 min
Sheet ACROSS SIDEWALK 12.00 ft 2.00% 0.0110 0.28 min
Sheet ALONG SIDEWALK 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [Basin C] TO [Basin C - 6 MO] AS [6 MO]
Peak Flow: 0.1651 cfs Peak Time: 8.00 hrs Hyd Vol: 2510.32 cf - 0.0576 acft
MOVEHYD [Basin C] TO [Basin C - 100 YR] AS [100 YR]
Peak Flow: 0.5660 cfs Peak Time: 8.00 hrs Hyd Vol: 8883.30 cf - 0.2039 acft
Control Structure ID: Infiltration - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE C
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
110.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY C 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN C - 6 mo] THRU [BIOSWALE C] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE C 0.6500 0.1651 ---- 1.00 0.0463 Ditch 0.5609 ----- BASIN C
ROUTEHYD [BASIN C - 100 yr] THRU [BIOSWALE C] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE C 0.6500 0.5660 ---- 1.00 0.1005 Ditch 0.9627 ----- BASIN C
Node ID: INFILTRATION C
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
200.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN C RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION C Discharge Id: Infiltration
RLPCOMPUTE [BASIN C RLP] SUMMARY
100 yr Match Q: 0.5660 cfs Peak Out Q: 0.1537 cfs - Peak Stg: 192.04 ft - Active Vol: 680.13 cf
CLEARHIS
Basin D Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
Basin D 0.16 8.00 0.0523 0.59 SBUH/SCS TYPE1A 6 MO
Basin D 0.54 8.00 0.1851 0.59 SBUH/SCS TYPE1A 100 YR
Drainage Area: Basin D
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.5900 ac 98.00 0.11 hrs
Total 0.5900 ac
Supporting Data:
Impervious CN Data:
Roadway 98.00 0.3500 ac
Driveway 98.00 0.2400 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Along flow line of gutter 400.00 ft 1.80% 0.0110 4.85 min
Channel PIPE FLOW 70.00 ft 0.50% 21.0000 0.79 min
Sheet ACCROSS PAVEMENT 18.50 ft 2.00% 0.0110 0.40 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [Basin D] TO [Basin D - 6 MO] AS [6 MO]
Peak Flow: 0.1571 cfs Peak Time: 8.00 hrs Hyd Vol: 2278.61 cf - 0.0523 acft
MOVEHYD [Basin D] TO [Basin D - 100 YR] AS [100 YR]
Peak Flow: 0.5367 cfs Peak Time: 8.00 hrs Hyd Vol: 8063.20 cf - 0.1851 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE D
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
70.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
4.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY D 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN D - 6 MO] THRU [BIOSWALE D] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE D 0.5900 0.1571 ---- 1.00 0.0370 Ditch 0.5521 ----- BASIN D
ROUTEHYD [BASIN D - 100 YR] THRU [BIOSWALE D] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE D 0.5900 0.5367 ---- 1.00 0.0801 Ditch 0.9737 ----- BASIN D
Node ID: INFILTRATION D
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
200.0000 ft 8.0000 ft 39.00
Node ID: BASIN D RPL
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION D Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN D RPL] SUMMARY
100 yr Match Q: 0.5367 cfs Peak Out Q: 0.1523 cfs - Peak Stg: 192.02 ft - Active Vol: 579.21 cf
BASIN E Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN E 0.13 8.00 0.0443 0.50 SBUH/SCS TYPE1A 6 MO
BASIN E 0.45 8.00 0.1569 0.50 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN E
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.5000 ac 98.00 0.13 hrs
Total 0.5000 ac
Supporting Data:
Impervious CN Data:
Roadway 98.00 0.4000 ac
Driveway 98.00 0.1000 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Along flow line of gutter 260.00 ft 2.39% 0.0110 3.07 min
Sheet ACROSS PAVEMENT 18.50 ft 2.00% 0.0110 0.40 min
Channel PIPE FLOW 110.00 ft 0.05% 21.0000 3.90 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN E] TO [BASIN E - 6 MO] AS [6 MO]
Peak Flow: 0.1313 cfs Peak Time: 8.00 hrs Hyd Vol: 1930.98 cf - 0.0443 acft
MOVEHYD [BASIN E] TO [BASIN E - 100 YR] AS [100 YR]
Peak Flow: 0.4491 cfs Peak Time: 8.00 hrs Hyd Vol: 6833.25 cf - 0.1569 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BASIN E BIOSWALE
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 0.10 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY E 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN E - 6 MO] THRU [BASIN E BIOSWALE] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BASIN E BIOSWALE 0.5000 0.1313 ---- 1.00 0.1324 Ditch 0.2732 ----- BASIN E
ROUTEHYD [BASIN E - 100 YR] THRU [BASIN E BIOSWALE] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BASIN E BIOSWALE 0.5000 0.4491 ---- 1.00 0.2850 Ditch 0.3627 ----- BASIN E
Node ID: INFILTRATION E
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
100.0000 ft 10.0000 ft 39.00
Node ID: BASIN E RPL
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION E Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN E RPL] SUMMARY
100 YR MatchQ=PeakQ= 0.4491 cfs Peak Out Q: 0.1313 cfs - Peak Stg: 192.05 ft - Active Vol: 697.95 cf
BASIN F Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN F 0.15 8.00 0.0505 0.57 SBUH/SCS TYPE1A 6 MO
BASIN F 0.50 8.00 0.1788 0.57 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN F
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.5700 ac 98.00 0.16 hrs
Total 0.5700 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.4800 ac
DRIVEWAY 98.00 0.0900 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ALONG FLOW LINE OF GUTTER 330.00 ft 0.37% 0.0110 7.82 min
Sheet across pavement 18.50 ft 2.00% 0.0110 0.40 min
Channel Pipe Flow 110.00 ft 0.50% 21.0000 1.23 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110
0.29
MOVEHYD [BASIN F] TO [BASIN F - 6 MO ] AS [6 MO ]
Peak Flow: 0.1452 cfs Peak Time: 8.00 hrs Hyd Vol: 2201.36 cf - 0.0505 acft
MOVEHYD [BASIN F] TO [BASIN F - 100 YR] AS [100 YR]
Peak Flow: 0.4979 cfs Peak Time: 8.00 hrs Hyd Vol: 7789.98 cf - 0.1788 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE F
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY F 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN F - 6 MO] THRU [BIOSWALE F] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE F 0.5700 0.1452 ---- 1.00 0.0873 Ditch 0.4344 ----- BASIN F
ROUTEHYD [BASIN F - 100 YR] THRU [BIOSWALE F] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE F 0.5700 0.4979 ---- 1.00 0.1882 Ditch 0.8297 ----- BASIN F
Node ID: INFILTRATION F
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
100.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN F RPL
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION F Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN F RPL] SUMMARY
100 YR MatchQ=PeakQ= 0.4979 cfs Peak Out Q: 0.1452 cfs - Peak Stg: 191.69 ft - Active Vol: 448.94 cf
BASIN G Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN G 0.24 8.00 0.0798 0.90 SBUH/SCS TYPE1A 6 MO
BASIN G 0.82 8.00 0.2824 0.90 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN G
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.9000 ac 98.00 0.11 hrs
Total 0.9000 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.5300 ac
DRIVEWAY 98.00 0.3700 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Accros roadway 18.50 ft 2.00% 0.0110 0.40 min
Channel PIPE FLOW 100.00 ft 0.50% 21.0000 1.12 min
Sheet ALONG FLOW LINE OFGUTTER 400.00 ft 1.80% 0.0110 4.85 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN G] TO [BASIN G - 6 MO ] AS [6 MO ]
Peak Flow: 0.2389 cfs Peak Time: 8.00 hrs Hyd Vol: 3475.84 cf - 0.0798 acft
MOVEHYD [BASIN G] TO [BASIN G - 100 YR] AS [100 YR]
Peak Flow: 0.8165 cfs Peak Time: 8.00 hrs Hyd Vol: 12299.85 cf - 0.2824 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE G
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
200.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY G 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN G - 6 MO] THRU [BIOSWALE G] USING TAYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE G 0.9000 0.2389 ---- 1.00 0.0673 Ditch 0.5603 ----- BASIN G
ROUTEHYD [BASIN G - 100 YR] THRU [BIOSWALE G] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE G 0.9000 0.8165 ---- 1.00 0.1455 Ditch 0.9622 ----- BASIN G
Node ID: INFILTRATION G
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
200.0000 ft 10.0000 ft 39.00
Node ID: BASIN G RPL
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION G Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN G RPL] SUMMARY
100 YR MatchQ=PeakQ= 0.8165 cfs Peak Out Q: 0.2389 cfs - Peak Stg: 190.90 ft - Active Vol: 527.99 cf
BASIN H Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN H 0.19 8.00 0.0629 0.71 SBUH/SCS TYPE1A 6 MO
BASIN H 0.65 8.00 0.2228 0.71 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN H
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.7100 ac 98.00 0.08 hrs
Total 0.7100 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.5000 ac
DRIVEWAY 98.00 0.2100 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Accross Roadway 18.50 ft 2.00% 0.0110 0.40 min
Sheet ALONG FLOW LINE OF GUTTER 180.00 ft 1.00% 0.0110 3.24 min
Channel Pipe Flow 90.00 ft 0.50% 21.0000 1.01 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN H] TO [BASIN H - 6 MO ] AS [6 MO ]
Peak Flow: 0.1904 cfs Peak Time: 8.00 hrs Hyd Vol: 2742.09 cf - 0.0629 acft
MOVEHYD [BASIN H] TO [BASIN H - 100 YR] AS [100 YR]
Peak Flow: 0.6492 cfs Peak Time: 8.00 hrs Hyd Vol: 9703.24 cf - 0.2228 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE H
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
200.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY H 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN H - 6 MO] THRU [BIOSWALE H] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE H 0.7100 0.1904 ---- 1.00 0.0575 Ditch 0.6679 ----- BASIN H
ROUTEHYD [BASIN H - 100 YR] THRU [BIOSWALE H] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE H 0.7100 0.6492 ---- 1.00 0.1246 Ditch 0.9188 ----- BASIN H
Node ID: INFILTRATION H
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
150.0000 ft 8.0000 ft 39.00
Node ID: BASIN H RPL
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION H Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN H RPL] SUMMARY
100 YR Match Q: 0.6492 cfs Peak Out Q: 0.1904 cfs - Peak Stg: 190.84 ft - Active Vol: 393.29 cf
BASIN I Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN I 0.11 8.00 0.0372 0.42 SBUH/SCS TYPE1A 6 MO
BASIN I 0.38 8.00 0.1318 0.42 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN I
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.4200 ac 98.00 0.11 hrs
Total 0.4200 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.3100 ac
DRIVEWAY 98.00 0.1100 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ALONG FLOW LINE OF GUTTER 180.00 ft 0.30% 0.0110 5.24 min
Sheet Accross Roadway 18.50 ft 2.00% 0.0110 0.40 min
Channel Pipe Flow 80.00 ft 0.50% 21.0000 0.90 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN I] TO [BASIN I - 6 MO ] AS [6 MO ]
Peak Flow: 0.1113 cfs Peak Time: 8.00 hrs Hyd Vol: 1622.05 cf - 0.0372 acft
MOVEHYD [BASIN I] TO [BASIN I - 100 YR] AS [100 YR]
Peak Flow: 0.3805 cfs Peak Time: 8.00 hrs Hyd Vol: 5739.89 cf - 0.1318 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE I
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
80.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 2.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY I 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN I - 6 MO] THRU [BIOSWALE I] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE I 0.4200 0.1113 ---- 1.00 0.0878 Ditch 0.5566 ----- BASIN I
ROUTEHYD [BASIN I - 100 YR] THRU [BIOSWALE I] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE I 0.4200 0.3805 ---- 1.00 0.1906 Ditch 0.9035 ----- BASIN I
Node ID: INFILTRATION I
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
80.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN I RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION I Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN I RLP] SUMMARY
100 YR MatchQ=PeakQ= 03805 cfs Peak Out Q: 0.1113 cfs - Peak Stg: 190.61 ft - Active Vol: 331.77 cf
BASIN J Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN J 0.18 8.00 0.0603 0.68 SBUH/SCS TYPE1A 6 MO
BASIN J 0.63 7.83 0.2134 0.68 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN J
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.6800 ac 98.00 0.08 hrs
Total 0.6800 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.4700 ac
DRIVEWAY 98.00 0.2100 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ACCRSOS ROADWAY 16.00 ft 2.00% 0.0110 0.30 min
Sheet ALONG FLOW LINE OF GUTTER 210.00 ft 1.50% 0.0110 3.11 min
Channel PIPE FLOW 85.00 ft 0.50% 21.0000 0.95 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN J] TO [BASIN J - 6 MO ] AS [6 MO ]
Peak Flow: 0.1824 cfs Peak Time: 8.00 hrs Hyd Vol: 2626.35 cf - 0.0603 acft
MOVEHYD [BASIN J] TO [BASIN J - 100 YR] AS [100 YR]
Peak Flow: 0.6255 cfs Peak Time: 7.83 hrs Hyd Vol: 9293.63 cf - 0.2134 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE J
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
80.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 2.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY J 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN J - 6 MO] THRU [BIOSWALE J] USING THUR100Y AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE J 0.6800 0.1824 ---- 1.00 0.0780 Ditch 0.6558 ----- BASIN J
ROUTEHYD [BASIN J - 100 YR] THRU [BIOSWALE J] USING THUR100Y AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE J 0.6800 0.6255 ---- 1.00 0.1685 Ditch 0.9104 ----- BASIN J
Node ID: INFILTRATION J
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
80.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN J RPL
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION J Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN J RPL] SUMMARY
100 YR MatchQ=PeakQ= 0.6255 cfs Peak Out Q: 0.1824 cfs - Peak Stg: 191.27 ft - Active Vol: 763.85 cf
BASIN K Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN K 0.21 8.00 0.0692 0.78 SBUH/SCS TYPE1A 6 MO
BASIN K 0.72 7.83 0.2447 0.78 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN K
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.7800 ac 98.00 0.08 hrs
Total 0.7800 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.5500 ac
DRIVEWAY 98.00 0.2300 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ACCROSS ROADWAY 16.00 ft 2.00% 0.0110 0.30 min
Sheet ALONG FLOW LINE OF GUTTER 210.00 ft 1.50% 0.0110 3.11 min
Channel PIPE FLOW 80.00 ft 0.50% 21.0000 0.90 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN K] TO [BASIN K - 6 MO ] AS [6 MO ]
Peak Flow: 0.2092 cfs Peak Time: 8.00 hrs Hyd Vol: 3012.61 cf - 0.0692 acft
MOVEHYD [BASIN K] TO [BASIN K - 100 YR] AS [100 YR]
Peak Flow: 0.7188 cfs Peak Time: 7.83 hrs Hyd Vol: 10660.43 cf - 0.2447 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE K
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 0.10 %
Width Bank Hgt ss1 ss2
8.0000 ft 2.0000 ft 3.00h:1v 3.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY K 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN K - 6 MO] THRU [BIOSWALE K] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE K 0.78 0.2092 ---- 1.00 0.0948 Ditch 0.5737 ----- BASIN K
ROUTEHYD [BASIN K - 100 YR] THRU [BIOSWALE K] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE K 0.78 0.7188 ---- 1.00 0.2023 Ditch 0.8930 ----- BASIN K
Node ID: INFILTRATION K
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
90.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN K RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: BASIN K Contrib Hyd:
Storage Id: INFILTRATION K Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN K RLP] SUMMARY
100 YR MatchQ=PeakQ= 0.7188 cfs Peak Out Q: 0.2092 cfs - Peak Stg: 191.71 ft - Active Vol: 653.43 cf
BASIN L Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN L 0.49 8.00 0.1862 2.10 SBUH/SCS TYPE1A 6 MO
BASIN L 1.68 8.00 0.6589 2.10 SBUH/SCS TYPE1A 100 YR
Drainage Area: BASIN L
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 0.0000 ac 78.00 0.00 hrs
Impervious 2.1000 ac 98.00 0.25 hrs
Total 2.1000 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 1.5400 ac
SIDEWALK 98.00 0.4800 ac
DRIVEWAY 98.00 0.0800 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet along flow line of gutter 370.00 ft 0.30% 0.0110 9.32 min
Sheet Across Roadway 27.00 ft 2.00% 0.0110 0.54 min
Channel PIPE FLOW 420.00 ft 0.50% 21.0000 4.71 min
Sheet Across Sidewalk 12.00 ft 2.00% 0.0110 0.28 min
Sheet Along Driveway 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN L] TO [BASIN L - 6 MO ] AS [6 MO ]
Peak Flow: 0.4884 cfs Peak Time: 8.00 hrs Hyd Vol: 8110.33 cf - 0.1862 acft
MOVEHYD [BASIN L] TO [BASIN L - 100 YR] AS [100 YR]
Peak Flow: 1.6811 cfs Peak Time: 8.00 hrs Hyd Vol: 28700.32 cf - 0.6589 acft
Control Structure ID: Infiltration - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE L
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
300.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY L 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min
drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN L - 6 MO] THRU [BIOSWALE L] USING TYPE 1A AND [6 MO ] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE L 2.1000 0.4840 ---- 1.00 0.0465 Ditch 0.6564 ----- BASIN L
ROUTEHYD [BASIN L - 100 YR] THRU [BIOSWALE L] USING TYPE 1A AND [100 YR] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE L 2.1000 1.6811 ---- 1.00 0.1007 Ditch 0.9413 ----- BASIN L
Node ID: Infiltration L
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
300.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN L RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: Infiltration L Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN L RLP] SUMMARY
100 YR Match =PeakQ= 1.6811 cfs Peak Out Q: 0.4840 cfs - Peak Stg: 192.44ft –
Active Vol: 1594.83 cf
BASIN M Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN M 0.18 8.00 0.0594 0.67 SBUH/SCS TYPE1A 6 mo
BASIN M 0.61 8.00 0.2102 0.67 SBUH/SCS TYPE1A 100 yr
Drainage Area: BASIN M
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.6700 ac 98.00 0.10 hrs
Total 0.6700 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.4600 ac
SIDEWALK 98.00 0.1500 ac
ROADWAY 98.00 0.0600 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ALONG FLOW LINE OF GUTTER 180.00 ft 1.50% 0.0110 2.75 min
Sheet Across Pavement 18.50 ft 2.00% 0.0110 0.40 min
Channel Flow Pipe 220.00 ft 0.50% 21.0000 2.47 min
Sheet Across Sidewalk 12.00 ft 2.00% 0.0110 0.28 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN M] TO [BASIN M - 6 mo] AS [6 mo]
Peak Flow: 0.1786 cfs Peak Time: 8.00 hrs Hyd Vol: 2587.58 cf - 0.0594 acft
MOVEHYD [BASIN M] TO [BASIN M - 100 yr] AS [100 yr]
Peak Flow: 0.6100 cfs Peak Time: 8.00 hrs Hyd Vol: 9156.52 cf - 0.2102 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE M
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY M 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.6700 ac 1.1025 cf 1.1025 cf 1.4308 ft/s 0.1234 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN M - 6 mo] THRU [BIOSWALE M] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE M 0.6700 0.1786 ---- 1.00 0.0569 Ditch 0.5681 ----- BASIN M
ROUTEHYD [BASIN M - 100 yr] THRU [BIOSWALE M] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE M 0.6700 0.6100 ---- 1.00 0.1234 Ditch 0.9308 ----- BASIN M
Node ID: INFILTRATION M
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
100.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN M RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION M Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN M RLP] SUMMARY
100 yr MatchQ=PeakQ= 0.6100 cfs Peak Out Q: 0.786 cfs - Peak Stg: 191.49 ft –
Active Vol: 870.17 cf
BASIN N Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN N 0.31 8.00 0.1108 1.25 SBUH/SCS TYPE1A 6 mo
BASIN N 1.08 8.00 0.3922 1.25 SBUH/SCS TYPE1A 100 yr
Drainage Area: BASIN N
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 0.0000 ac 78.00 0.00 hrs
Impervious 1.2500 ac 98.00 0.18 hrs
Total 1.2500 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.8400 ac
SIDEWALK 98.00 0.1500 ac
DRIVEWAY 98.00 0.2600 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ALONG FLOW LINE OF GUTTER 270.00 ft 0.30% 0.0110 7.25 min
Sheet ACROSS PAVEMENT 27.00 ft 2.00% 0.0110 0.54 min
Channel PIPE FLOW 200.00 ft 0.50% 21.0000 2.24 min
Sheet ACROSS SIDEWALK 12.00 ft 2.00% 0.0110 0.28 min
Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN N] TO [BASIN N - 6 mo] AS [6 mo]
Peak Flow: 0.3141 cfs Peak Time: 8.00 hrs Hyd Vol: 4827.57 cf - 0.1108 acft
MOVEHYD [BASIN N] TO [BASIN N - 100 yr] AS [100 yr]
Peak Flow: 1.0777 cfs Peak Time: 8.00 hrs Hyd Vol: 17083.35 cf - 0.3922 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIO SWALE N
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY N 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min
drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.1,2500ac 1.0777 cf 1.0777 cf 0.9197 ft/s 0.1331 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN N - 6 mo] THRU [BIO SWALE N] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIO SWALE N 1.2500 0.3141 ---- 1.00 0.0620 Ditch 0.8914 ----- BASIN N
ROUTEHYD [BASIN N - 100 yr] THRU [BIO SWALE N] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIO SWALE N 1.2500 1.0777 ---- 1.00 0.1331 Ditch 0.9197 ----- BASIN N
Node ID: INFILTRATION N
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
100.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN N RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION N Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN N RLP] SUMMARY
100 yr MatchQ=PeakQ= 1.0777 cfs Peak Out Q: 0.3141 cfs - Peak Stg: 192.87 ft - Active Vol: 988.46 cf
BASIN O Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN O 0.11 8.00 0.0364 0.41 SBUH/SCS TYPE1A 6 mo
BASIN O 0.37 8.00 0.1286 0.41 SBUH/SCS TYPE1A 100 yr
Drainage Area: BASIN O
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.4100 ac 98.00 0.12 hrs
Total 0.4100 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.2500 ac
SIDEWALKS 98.00 0.1100 ac
DRIVEWAY 98.00 0.0500 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Across Pavement 27.00 ft 4.00% 0.0110 0.41 min
Sheet Along gutter 190.00 ft 0.30% 0.0110 5.47 min
Channel PIPE FLOW 80.00 ft 0.50% 21.0000 0.90 min
Sheet Across Sidewalk 12.00 ft 4.00% 0.0110 0.21 min
Sheet Along Driveway 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN O] TO [BASIN O - 6 mo] AS [6 mo]
Peak Flow: 0.1081 cfs Peak Time: 8.00 hrs Hyd Vol: 1583.42 cf - 0.0364 acft
MOVEHYD [BASIN O] TO [BASIN O - 100 yr] AS [100 yr]
Peak Flow: 0.3698 cfs Peak Time: 8.00 hrs Hyd Vol: 5603.27 cf - 0.1286 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE O
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY O 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000
ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.4100 ac 0.3698 cf 0.3698 cf 0.6793 ft/s 0.0845 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN O - 6 mo] THRU [BIOSWALE O] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE O 0.4100 0.1081 ---- 1.00 0.0392 Ditch 0.4680 ----- BASIN O
ROUTEHYD [BASIN O - 100 yr] THRU [BIOSWALE O] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE O 0.4100 0.3698 ---- 1.00 0.0845 Ditch 0.6793 ----- BASIN O
Node ID: INFILTRATION O
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
100.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN O RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION O Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN O RLP] SUMMARY
100 yr MatchQ=PeakQ= 0.3698 cfs Peak Out Q: 0.1081 cfs - Peak Stg: 191.39 ft - Active Vol: 366.85 cf
BASIN P Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN P 0.39 8.00 0.1312 1.48 SBUH/SCS TYPE1A 6 mo
BASIN P 1.33 8.00 0.4643 1.48 SBUH/SCS TYPE1A 100 yr
Drainage Area: BASIN P
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 0.0000 ac 78.00 0.00 hrs
Impervious 1.4800 ac 98.00 0.13 hrs
Total 1.4800 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 1.2300 ac
SIDEWALK 98.00 0.2500 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Across Pavement 27.00 ft 4.00% 0.0110 0.41 min
Sheet Along gutter 320.00 ft 0.50% 0.0110 6.77 min
Channel PIPE FLOW 200.00 ft 0.50% 0.0000 0.00 min
Sheet Across Sidewalk 12.00 ft 4.00% 0.0110 0.21 min
Sheet Along Driveway 20.00 ft 5.00% 0.0110 0.29 min
MOVEHYD [BASIN P] TO [BASIN P - 6 mo] AS [6 mo]
Peak Flow: 0.3885 cfs Peak Time: 8.00 hrs Hyd Vol: 5715.84 cf - 0.1312 acft
MOVEHYD [BASIN P] TO [BASIN P - 100 yr] AS [100 yr]
Peak Flow: 1.3291 cfs Peak Time: 8.00 hrs Hyd Vol: 20226.52 cf - 0.4643 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE P
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
100.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY P 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
1.4800 ac 1.3291 cf 1.3291 cf 0.949 ft/s 0.0744 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN P - 6 mo] THRU [BIOSWALE P] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE P 1.48 0.3885 ---- 1.00 0.0344 Ditch 0.5193 ----- BASIN P
ROUTEHYD [BASIN P - 100 yr] THRU [BIOSWALE P] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE P 1.4800 1.3291 ---- 1.00 0.0744 Ditch 0.949 ----- BASIN P
Node ID: INFILTRATION P
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
100.0000 ft 8.0000 ft 39.00
Node ID: BASIN P RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION P Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN P RLP] SUMMARY
100 yr MatchQ=PeakQ= 1.3291 cfs Peak Out Q: 0.3885 cfs - Peak Stg: 192.82 ft - Active Vol: 982.87 cf
BASIN Q Event Summary:
BasinID Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
BASIN Q 0.07 8.00 0.0239 0.27 SBUH/SCS TYPE1A 6 mo
BASIN Q 0.25 8.00 0.0847 0.27 SBUH/SCS TYPE1A 100 yr
Drainage Area: BASIN Q
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 0.0000 ac 78.00 0.00 hrs
Impervious 0.2700 ac 98.00 0.10 hrs
Total 0.2700 ac
Supporting Data:
Impervious CN Data:
ROADWAY 98.00 0.2700 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet ALONG FLOW LINE OF GUTTER 340.00 ft 1.33% 0.0110 4.80 min
Channel PIPE FLOW 70.00 ft 0.50% 21.0000 0.79 min
Sheet ACROSS PAVEEMNT 18.00 ft 2.00% 0.0110 0.39 min
MOVEHYD [BASIN Q] TO [BASIN Q - 6 mo] AS [6 mo]
Peak Flow: 0.0721 cfs Peak Time: 8.00 hrs Hyd Vol: 1042.56 cf - 0.0239 acft
MOVEHYD [BASIN Q] TO [BASIN Q - 100 yr] AS [100 yr]
Peak Flow: 0.2461 cfs Peak Time: 8.00 hrs Hyd Vol: 3689.94 cf - 0.0847 acft
Control Structure ID: INFILTRATION - Infiltration control structure
Descrip: Multiple Orifice
Start El Max El Increment
190.0000 ft 200.0000 ft 0.10
Infil: 20.00 in/hr Multiplier: 1.00
Reach ID: BIOSWALE Q
Section Properties:
Shape: Ditch Routing Method: Travel Time Translation
Size Material Mannings n Hyd params By
Corr Metal - normal 0.0250 Mannings Formula
Length Slope Entrance Loss
80.0000 ft 1.00 %
Width Bank Hgt ss1 ss2
8.0000 ft 3.0000 ft 2.00h:1v 2.00h:1v
Up Node Dn Node Up Invert Dn Invert
DUMMY Q 0.0000 ft 0.0000 ft
Conduit Constraints:
Min Vel Max Vel Min Cov Min Slope Max Slope Min drop
2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft
In/Exfil Hold Up Hold Dn Match Inv Allow Smaller
0.0000 in/hr NO NO YES NO
Conduit Summary:
Trib Area Flow Capacity Velocity Normal Depth
0.2700 ac 0.2461 cf 0.2461 cf 0.7543 ft/s 0.1618 ft
Ent Loss Exit Loss Frict Loss Start TW
0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft
ROUTEHYD [BASIN Q - 6 mo] THRU [BIOSWALE Q] USING TYPE 1A AND [6 mo] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE Q 0.2700 0.0721 ---- 1.00 0.0787 Ditch 0.3724 ----- BASIN Q
ROUTEHYD [BASIN Q - 100 yr] THRU [BIOSWALE Q] USING TYPE 1A AND [100 yr] ZERO RELATIVE
Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd
----- ac cfs cfs ratio ft ---- ft/s ft/s ------------
BIOSWALE Q 0.2700 0.2461 ---- 1.00 0.1703 Ditch 0.7543 ----- BASIN Q
Node ID: INFILTRATION Q
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
80.0000 ft 8.0000 ft 39.00
Bottom area only with infiltration
Node ID: BASIN Q RLP
Desc: Manhole structure
Start El: 190.0000 ft Max El: 200.0000 ft
Contrib Basin: Contrib Hyd:
Storage Id: INFILTRATION Q Discharge Id: INFILTRATION
RLPCOMPUTE [BASIN Q RLP] SUMMARY
100 yr MatchQ=PeakQ= 0.2461 cfs Peak Out Q: 0.0721cfs - Peak Stg: 191.25 ft - Active Vol: 171.91 cf
Appendix 2
Drainage Plan
Appendix 3
FEMA Map
Appendix 4
Facility Summary Forms
Appendix 5
Soil Evaluation Report
Appendix 6
Maintenance Agreement
RESIDENTIAL AGREEMENT TO MAINTAIN
STORM WATER FACILITIES AND IMPLEMENT A POLUTION SOURCE PLAN
BY AND BETWEEN
TAHOMA TERRA LLC
THEIR HEIRS, SUCCESSORS, OR ASSIGNS
(HEREINAFTER "DEVELOPER")
AND
CITY OF YELM
(HEREINAFTER "CITY")
The upkeep and maintenance of stormwater facilities and the implementation of pollution source control best management practices (BMPs) is essential to the protection of water resources.
The DEVELOPER is expected to conduct business in a manner that promotes environmental protection. This Agreement contains specific provisions with respect to maintenance of stormwater
facilities and use of pollution source control BMPs.
LEGAL DESCRIPTION:
Parcels in the City of Yelm No. 21734310100, 21724340100 In Thurston County Washington
Whereas, the DEVELOPER has constructed improvements, including but not limited to, buildings, pavement, and stormwater facilities on the property described above. In order to further
the goals of the CITY to ensure the protection and enhancement of water resources, the CITY and the DEVELOPER hereby enters into this Agreement. The responsibilities of each party to
this Agreement are identified below.
The DEVELOPER shall:
(1) Implement the stormwater facility maintenance program included herein as Attachment "A".
(2) Implement the pollution source control program included herein as Attachment "B".
(3) Maintain a record (in the form of a logbook) of steps taken to implement the programs referenced in (1) above. The logbook shall be available for inspection by appointment with
DEVELOPER. The logbook shall catalog the action taken, who took it, when it was done, how it was done, and any problems encountered or follow-on actions recommended. Maintenance items
("problems") listed in Attachment "A" shall be inspected as specified in the attached instructions or more often if necessary. The DEVELOPER is encouraged to photocopy the individual
checklists in Attachment "A" and use them to complete its inspections. These completed checklists would then, in combination, comprise the log book.
(4) Submit an annual report to the CITY regarding implementation of the programs
referenced in (1)) above. The report must be submitted on or before May 15 of each calendar year and shall contain, at a minimum, the following:
(a) Name, address, and telephone number of the businesses, the persons, or the firms responsible for plan implementation, and the person completing the report.
(b) Time period covered by the report.
(c) A chronological summary of activities conducted to implement the programs referenced in (1) above. A photocopy of the applicable sections of the log book, with any additional explanation
needed, shall normally suffice. For any activities conducted by paid parties, include a copy of the invoice for services.
An outline of planned activities for the next year.
(5) I execute the following periodic major maintance on the subdivision’s stormwater facilities: Sediment removal from the bio-infiltration swales, and the infiltration galleries.
The CITY shall:
(1) Provide technical assistance to the DEVELOPER in support of its operation and maintenance activities conducted pursuant to its maintenance and source control programs. Said assistance
shall be provided upon request and as CITY time and resources permit.
(2) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with the DEVELOPER.
REMEDIES:
(1) If the CITY determines that maintenance or repair work is required to be done to the storm water facilities located on the owner/homeowners association property, the CITY shall
give owner/association of the property notice of the specific maintenance and/or repair required. The CITY shall set a reasonable time in which such work is to be completed by persons
who were given notice. If the above required maintenance and/or repair is not completed within the time set by the CITY, written notice will be sent to persons who were given notice
stating the CITY's intention to perform such maintenance and bill owner/homeowners association for all incurred expenses. The CITY may also revoke stormwater utility rate credits if
required maintenance is not performed.
(2) If at any time the CITY determines that the existing system creates any imminent threat to public health or welfare, the CITY may take immediate measures to remedy said threat. However
the City shall also take reasonable steps to immediately notify either the property owner or the person in control of said property of such imminent threat in order to enable such owner
or person in control to take such immediate measures either independently or in cooperation with the City.
(3) The DEVELOPER grant limited authority to the CITY for access to any and all stormwater system features for the purpose of performing maintenance or repair or inspection pursuant
to the terms of this agreement.
(4) The DEVELOPER shall assume responsibility for the cost of maintenance and repairs to the stormwater facility. Such responsibility shall includes reimbursement to the CITY within
30 days of receipt of an invoice for work performed by the City in maintenance or repairing such facility pursuant to the terms of this agreement. Overdue payments will require payment
of interest at the current legal rate for liquidated judgments. The City shall have a lien for all unpaid charges together with interest. However, notice of such lien shall not be filed
by the CITY for a period of 60 days following mailing the invoice for the charges due. During such 60 days, the property owner or other person or agent in control of the property shall
have a right to appeal such charges to the CITY’s Land Use Hearings Examiner for a final decision. Such appeal may challenge either the charges rendered for maintenance or repairs performed
by the CITY or the amount of the charges rendered for such maintenance or repair. Notice of such lien shall not be filled during the pendency of such appeal until final decision is rendered
by the Land Use Hearings Examiner. The lien shall be foreclosed in the same manner specified by state statute for closure of a mechanic’s or materialman’s lien. In any legal action to
foreclose such lien or otherwise collect such charges, the prevailing party shall be entitled to an award for its attorney fees and cost incurred.
This Agreement is intended to protect the value and desirability of the real property described above and to benefit all the citizens of the CITY. It shall run with the land and be
binding on all parties having or acquiring any right, title, or interest, or any part thereof, of real property. They shall insure 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 CITY.
IN WHITNESS WHEREOF, this instrument has been executed
_____________________, 2________________
_______________________________ ____________________________
Grantor Grantor
STATE OF WASHINGTON )
) ss
COUNTY OF THURSTON )
I certify that I know or have satisfactory evidence that_______________________
____________________________________(is/are) the person(s) who appeared before me and said person(s) acknowledged that _________________________________ (he/she/they) signed this agreement
and acknowledged it to be _________________________________ (his/her/their) free and voluntary act for the uses and purposes mentioned in the instrument.
Given under my hand and official seal this ______ day of _____________, 200__.
Notary Public in and for the State of
Washington, residing in ______________________.
My commission expires:______________________.
STATE OF WASHINGTON )
) ss
COUNTY OF THURSTON )
On this day and year above personally appeared before me, _____________________ _________________________________________, to be known to be the Public Works Director of the City of
Lacey. A Municipal Corporation, 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 in_________________.
My commission expires_______________________.
APPROVED AS TO FORM:
ATTACHMENT "A": MAINTENANCE PROGRAM
COVER SHEET
Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector:
Inspector’s Signature:
ATTACHMENT "A"
Maintenance Checklist for Bioretention Facilities
Frequency
Drainage System Feature
Req’d
Problem
Conditions to Check For
Conditions That Should Exist
A.
Evapotranspiration in Bioretention Facility
(
Vegetation dies (first 2 years only)
Vegetation is replaced. Replace trees with 1-gallon seedlings (or better) of the same species.
As Needed
Evapotranspiration in Bioretention Facility
(
Vegetation is damaged (eg, by illegal cutting).
Unauthorized tree / vegetation removal.
Vegetation is replaced. Replace trees with 2@1-gallon seedlings (or better) of the same species.
A
Infiltration / Storage
Soil has been compacted (eg, motor vehicle traverses facility)
Tire tracks, compacted soil.
Till compacted area. Add mulch at rate of 2 parts soil to 1 part mulch. Lightly compact. Replace evergreen vegetation.
A
Infiltration / Storage
(
Sediment buildup in system
Water ponding for extended periods in the facility
Sediment is removed and/or facility is cleaned so that infiltration system works according to design.
If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance.
Comments:
Key: A = Annual (March or April preferred)
M = Monthly (see schedule)
Q = Quarterly
S = After major storms
Maintenance Checklist for Conveyance Systems (Pipes and Swales)
Frequency
Drainage System Feature
Req’d
Problem
Conditions to Check For
Conditions That Should Exist
M.S.
Pipes
(
Sediment & debris
Accumulated sediment that exceeds 20% of the diameter of the pipe.
Pipe cleaned of all sediment and debris.
M
(
Vegetation
Vegetation that reduces free movement of water through pipes.
All vegetation removed so water flows freely.
A
Damaged (rusted, bent or crushed)
Protective coating is damaged, rust is causing more than 50% deterioration to any part of pipe.
Pipe repaired or replaced.
M
(
Any dent that significantly impedes flow (i.e., decreases the cross section area of pipe by more then 20%).
Pipe repaired or replaced.
M
(
Pipe has major cracks or tears allowing groundwater leakage.
Pipe repaired or replaced.
M.S.
Swales
(
Trash & debris
Dumping of yard wastes such as grass clippings and branches into swale. Unsightly accumulation of non-degradable materials such as glass, plastic, metal, foam and coated paper.
Remove trash and debris and dispose as prescribed by County Waste Management Section.
M
Sediment buildup
Accumulated sediment that exceeds 20% of the design depth.
Swale cleaned of all sediment and debris so that it matches design.
M
(
Vegetation not growing or overgrown
Grass cover is sparse and weedy or areas are overgrown with woody vegetation.
Aerate soils and reseed and mulch bare areas. Maintain grass height at a minimum of 6" for best stormwater treatment. Remove woody growth, recontour and reseed as necessary.
M,S
(
Erosion damage to slopes
See ponds checklist
See ponds checklist
M
Conversion by homeDEVELOPER to incompatible use
Swale has been filled in or blocked by shed, woodpile, shrubbery, etc.
If possible, speak with homeDEVELOPER and request that swale area be restored. Contact City to report problem if not rectified voluntarily.
A
(
Swale does not drain
Water stands in swale or flow velocity is very slow. Stagnation occurs.
A survey may be needed to check grades. Grades need to be in 1% range if possible. If grade is less than 1%, underdrains may need to be installed.
If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance.
Comments:
Key: A = Annual (March or April preferred)
M = Monthly (see schedule)
Q = Quarterly
S = After major storms
ATTACHMENT "A"
Maintenance Checklist for Catch Basins and Inlets
Feature
Drainage System Feature
Req’d
Problem
Conditions to Check For
Conditions That Should Exist
M.S.
General
(
Trash, debris and sediment in or on basin
Trash or debris in front of the catch basin opening is blocking capacity by more than 10%.
No trash or debris located immediately in front of catch basin opening. Grate is kept clean and allows water to enter.
M
(
Sediment or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin.
No sediment or debris in the catch basin. Catch basin is dug out and clean.
M.S.
(
Trash or debris in any inlet or pipe blocking more than 1/3 of it's height.
Inlet and outlet pipes free of trash or debris.
M
(
Structural damage to frame and/or top slab
Corner of frame extends more than 3/4" past curb face into the street (if applicable).
Frame is even with curb.
M
(
Top slab has holes larger than 2 inches or cracks wider than 1/4" (intent is to make sure all material is running into the basin).
Top slab is free of holes and cracks.
M
(
Frame not sitting flush on top slab, i.e., separation of more than 3/4" of the frame from the top slab.
Frame is sitting flush on top slab.
A
(
Cracks in basin walls/bottom
Cracks wider than 1/2" and longer than 3', any evidence of soil particles entering catch basin through cracks or maintenance person judges that structure is unsound.
Basin replaced or repaired to design standards. Contact a professional engineer for evaluation.
A
(
Cracks wider than 1/2" and longer than 1' at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks.
No cracks more than 1/4" wide at the joint of inlet/outlet pipe.
A
(
Settlement/mis-alignment
Basin has settled more than 1" or has rotated more than 2" out of alignment.
Basin replaced or repaired to design standards. Contact a professional engineer for evaluation.
Maintenance Checklist for Catch Basins and Inlets (Continued)
M.S.
(
Fire hazard or other pollution
Presence of chemicals such as natural gas, oil and gasoline. Obnoxious color, odor or sludge noted.
No color, odor or sludge. Basin is dug out and clean.
M.S.
(
Outlet pipe is clogged with vegetation
Vegetation or roots growing in inlet/outlet pipe joints that is more than 6" tall and less than 6" apart.
No vegetation or root growth present.
If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance.
Comments:
Key: A = Annual (March or April preferred)
M = Monthly (see schedule)
Q = Quarterly
S = After major storms
ATTACHMENT "A"
Maintenance Checklist for Grounds (Landscaping)
Frequency
Drainage System Feature
Req’d
Problem
Conditions to Check For
Conditions That Should Exist
M
General
(
Weeds (nonpoisonous)
Weeds growing in more than 20% of the landscaped area (trees and shrubs only).
Weeds present in less than 5% of the landscaped area.
M
(
Safety hazard
Any presence of poison ivy or other poisonous vegetation or insect nests.
No poisonous vegetation or insect nests present in landscaped area.
M.S.
(
Trash & debris buildup in open space
Dumping of yard wastes such as grass clippings and branches. Unsightly accumulation of non-degradable materials such as glass, plastic, metal, foam and coated paper.
Remove trash and debris and dispose as prescribed by City Waste Management Section.
M
(
Missing or broken parts/dead shrubbery
Any defect in the fence or screen that permits easy entry to a facility.
Fence is mended or shrubs replaced to form a solid barrier to entry.
M.S.
(
Erosion
Erosion has resulted in an opening under a fence that allows entry by people or pets.
Replace soil under fence so that no opening exceeds 4" in height. Causes of erosion identified and steps taken to slow down and/or spread out the water. Eroded areas are filled, contoured,
and seeded.
M
(
Unruly vegetation
Shrubbery is growing out of control or is infested with weeds.
Shrubbery is trimmed and weeded to provide appealing aesthetics. Do not use chemicals to control weeds.
A
Trees and shrubs
(
Damage
Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub.
Trim trees/shrubs to restore shape. Replace trees/shrubs with severe damage.
M
(
Trees or shrubs that have been blown down or knocked over.
Replant tree, inspecting for injury to stem or roots. Replace if severely damaged.
A
(
Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots.
Place stakes and rubber-coated ties around young trees/shrubs for support.
If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance.
Comments:
Key: A = Annual (March or April preferred)
M = Monthly (see schedule)
Q = Quarterly
S = After major storms
ATTACHMENT "A"
Maintenance Checklist for Pervious Concrete
Frequency
Drainage System Feature
Req’d
Problem
Conditions to Check For and Action to Take
Conditions That Should Exist
M, S
Pervious Concrete
(
Sediment buildup on surface
Ensure that the pervious concrete surface is free of sediment
Sediment is removed and/or pavement is cleaned so that infiltration works according to design
M, S
Pervious Concrete
(
Sediment buildup on surface
Ensure that the contributing and adjacent landscape areas are stabilized and mowed, with clippings removed
Sediment is removed and/or pavement is cleaned so that infiltration works according to design
4 Times/Year Min.
Pervious Concrete
(
Sediment buildup on surface
Vacuum sweep porous concrete surface followed by high pressure hosing to keep pores free of sediment
Sediment is removed and/or pavement is cleaned so that infiltration works according to design
Upon Failure
Pervious Concrete
(
Spot clogging
Prolonged spot puddling on pavement surface. Drill half-inch holes through the pavement every few feet.
No to minor temp. ponding. Infiltration works according to design
If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance.
Comments:
Key: A = Annual (March or April preferred)
M = Monthly (see schedule)
Q = Quarterly
S = After major storms
Appendix 7
Well Information
Appendix 8
Vicinity Map
Appendix 9
Basin Map