Prelim Drain and Erosion Control ReportDel's Farm Supply
Preliminary
Drainage and Erosion
Control Report
Prepared for: Linda Michaelis
DFS Properties, LLC
10N Fairway Drive East
Hoodsport, WA 98548
(253) 312-4467
June 27, 2006
Prepared by: David W. Spitler, P.E.
Reviewed by: Steven D. Hatton, PE
HATTON GODAT PANTIER
1840 Barnes Blvd SW
Tumwater, WA 98512
(360) 943-1599
Project No: OS-055
Project Name: DEL'S FARM SUPPLY
E:1 off i ce\J O B S\2 0 05\05-0 5 5\R PT-D ra i n a g e-06.27.06. d o c
TABLE OF CONTENTS
YELM REGION FACILITY SUMMARY FORM ...................................................................... 3
II. DRAINAGE REPORT ..................................................................................... .........................7
Section 1 - Projec[ Description ......................_.._................................. ........................ 7
Section 2 -Existing Conditians..._ ........................................................ ........................ 7
Section 3-Soils Report..._ .................._......_....................................... ........................ 8
Section 4-Wells and Septic Systems ....................._........................... ........................ 8
Section 5 -Fuel Tanks .............................................................._.......... ........................ 8
Section 6-Analysis of 100-Year Flood ...................._.......................... ........_..............8
Section 7 -Aesthetic Considerations ................................................... ........................ 8
Section 8-Facility Sizing and Downstream Analysis ........................... .........._............9
Section 9-Covenants, Dedications, and Easements .......................... ...................... 13
Section 10 -Articles of Incorporation .........._..._ .......................... _..... _..................... 13
III. EROSION CONTROL PLAN .......................................................................... ....................... 14
Section 1 -Construction Sequence ...................................................... ...................... 14
Section 2-Trapping SedimenL ........................._.._............................. ...................... 14
Section 3 - Si[e Restoration........_ ......................_....._......................... ...................... 15
Section 4 - Geotechnical Analysis ......................................... _..... _...... ...................... 15
Section 5-Inspection Sequence .......................................................... ...................... 15
Section 6 -Control of Pollutants other than Sediments ....................... ...................... 15
IV. STORMWATER MAINTENANCE PLAN ..................................................... ........................ 76
Appendix A -Site Plan
Appendix B -Calculations
I. YELM REGION FACILITY SUMMARY FORM
Complete one for each facility (detentionlretention, coalescing plate filter, etc.) on the project site. Attach
8 % " by 11" sketch showing locafion of facility.
Proponent's facility name or identifier (e.g., Pond A):
Name of road or street to access facility:
Hearings Examiner case number.
Development Review Project No. /Bldg. Permit No.:
Parcel Number(s):
Infiltration Pond
Bald Hills Road
64303200700
To Be Completed 8y Utility Staff
Utility facility number
Parcel number status, (num, ich) ....................................
0-Known; 1-Public, 2-Unknown; 3-Unassigned
Basin and sub-basin, (num, 6ch)._.. _............_ .................
(2ch-Basin; 2ch-Sub-basin; 2ch-Future
Responsible jurisdiction, (alpha, 1 ch) ...............................
O-Olympia; C-County, T-Tumwater; L-Lacey
Part 1 - Project Name and Proponent
Project name: Del's Farm Supply
Project owner: Michealis Properties LLC _ _-_
Project contacC Linda Michealis
Address: 10N Fairway Drive Eas[ Hoodsport WA 98548
Phone: (360)877-5420 _
Project proponent (if different): DFS Properties LLC
Address: 10N Fairway Drive East Hoodsport WA 98548
Phone:
Project engineer: Steven D. Hatton, PE
Firm: HATTON GODAT PANTIER
Phone number: (360) 943-1599
Part 2 -Project Location
Section ............................. 24
Township ......_ ................. 17N -
Range .............................. 1 E
Names and addresses of adjacent property owners:
Part 3 -Tvoe of Permi[ Application
Type of permit (e.g., commercial building):
Other permits (D):
^ DOFIW HPA
^ COE Wetlands
^ FEMA
^ Shoreline Management
^ Encroachment
® Other Building
Site Plan
^ COE 404
^ DOE Dam Safety
^ Floodplain
^ RockerylRetaining Wall
® Grading
Other agencies (Federal, State, Local, etc.) that have or will review this Drainage and Erosion Control
Plan: NONE
Part 4 -Proposed Project Description
What stream basin is the project in (e.g., Percival, Woodland, etc.)? Yelm
Zoning :........................ Commercial C-t
On-site:
Residential Subdivision:
Number of lats ....._.._ ............................................. ..
Lot size (average, acres) ........................................ ..
Building PermitlCommercial Plat:
Building(s) (footprint, acres) ................................... .. 0.29
Concrete paving (acres)........_....._..._ ................... .. 1.49
Gravel surface (acres) ............................................ ..
Lattice black paving (acres) .................................... ..
Public roads-including gravel shoulder (acres) ...... .. .5
Private roads-including gravel shoulder (acres)..... ..
On-site impervious surtace total (acres) .................. .. 1.49
Part 5 -Pre-developed Project Si[e 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 , intermitten t stream, pothole, roadside ditch.
sheetflow to adjacent property, etc.)'.
TYPE OF DISCHARGE -Infiltration
Swales (yln) .........................................................._ N
-._.._
Sleep slopes-steeper than 10% (y/n)._.._....... _..._ N
Erasion hazard (y/n).._........._ ....................._..._..... N
100-year floodplain(y/n) .................. _.. _......._........ Y
Wetlands (yln)_ ....................................................... N
Seeps/springs (y/n)........_.._._.......... _ .................... N
High groundwater table(y/n)._ ............................... Y
Other .....................................................................
Part 6 - Facili[v Description
Total area tributary to facility including off-site (acres) .........._...... 1.99
_-__-
Total on-site area tributary to facility (acres) ................................... 1.49 _
Design impervious area tributary to facility (acres) ......................... 1.81
Design landscaped area tributary to facility (acres) ........................ 0.18
Design total tributary area to facility (acres) ................................... 1.99
Enter "1" for type of facility:
Wet pond detention ....................................._._...,..,
Wet pond water Surtace area (acres) .....................
Dry pond detention._._...._ .............................._...... _
Underground detention ...........................................
Infiltration pond ....................................................... 1
Drywell infiltration._ ................................................. _
Coalescing plate separator .....................................
Centrifuge separator ...............................................
Other ......................................................................
Outlet type (enter "1" for each type present):
F i Ite r ........................................................................ 1
Oillwater separator ..................................................
__
Single orifice ........_._ ............................._..__.........
Multiple orifices .........................._...........................
Weir .........................................................................
S pi Ilway ...................................................................
Pump(s) ..................................................................
Other ......................................................................
Part 7-Release to Groundwater
Design percolation rate to groundwater (if applicable) ................. ....... 10 inches per hour
Part 8 -Release to Surtace Water (if applicable)
Thurston County MSL Percent Design Discharge To Surtace
Flavafinn lk.l Full Volume fui. ftl Water (cfsl
0 0.00 0.00
_ 25 -_. .l _
50
100
II. DRAINAGE REPORT
Section 1 -Project Description
This project proposal seeks approval to improve the existing Del's Farm site. The project will include
frontage improvements along Bald Hills Road, replacing fencing, adding new pavement, and increasing
the number or parking spaces. The site currently has two buildings consisting of an 8,205 sf retail
building and a 4,320 sf storage barn on 6.75 acres. The site is located east of the intersection of Yelm
Avenue (SR 507) and Bald Hills Road. The parcel number for this project is 64303200700. The site is
zoned commercial (C-1 ), which allows the use. Stormwater improvements will be provided onsite for the
project. City water and sewer service is available at the site and is proposed to service the site. The
project will require site plan approval, grading and right-of-way permits.
Stormwater Best Management Practices will be provided for the project, including water quality treatment.
Treatment will consist of a bio-filtration Swale for Bald Hills Road improvements and a wet pond for the
on-site impervious areas. These facilities are designed to treat the 6-month event. Stormwater quantity
runoff impacts are mitigated by an on-site infiltration pond. Appendix A contains a reduced copy of the
site plan. Approximately 4.9 acres of the site will remain in an undeveloped condition. In addition,
portions of the undeveloped area are being dedicated to the City for Yelm Avenue and Bald Hills Road.
Bald Hills Road (off-site) 0.32 0.50
Parking lot and roof area 1.49 1.49
Area draining to existing dry well 0.50 0.50
Area to remain in natural 4.90
condition not drainin [o and
Site total 2.31 6.75
Section 2 -Existing Conditions
There is no significant offsite drainage tributary to the storm facilities. The Velm Avenue right-of-way is
located north of the site and is lower than both the site and the parcel. The crown of Bald Hills Road
prevents water from entering the drainage system from the southwest. The site generally drains to the
east at a maximum grade of 3 % .
The site is located within an aquifer recharge area. A small stream is located near the east property line
There are no other known wetlands, gullies, steep slopes, springs, or other environmentally sensitive
areas on site or immediately dawn grade of the property.
Section 3 -Soils Report
The Thurston County Soils map list the soils on the site as Spanaway gravelly sandy loam. Infiltration
rates for Spanaway soils generally considered rapid.
Based on site investigation, the design infiltration rate is 10 iNhr.
I ,
^
Section 4-Wells and Septic Systems
Records at Thurston County and the Department of Ecology were searched in order to locate wells and
septic systems that may be located within the setback distances from the stormwater pond or ponds. In
addition, the Project Engineer, or someone under his direct supervision, has visited the site to verify the
presence or absence of wells and septic systems as best can be done visually without trespassing onto
other properties. All wells and septic systems found to be located within the setback distances from the
stormwater pond or ponds have been shown on the plans.
^ Section 5-Fuel Tanks
Records at Thurston County and the Department of Ecology were searched in order to locate the
presence of above and below ground fuel storage tanks that may be located within the setback distances
from the stormwater pond or ponds. In addition, the Project Engineer, or someone under his direct
supervision, has visited the site to verify the presence or absence of fuel tanks as best can be done
visually without trespassing onto other properties. All fuel tanks found to be located within [he setback
distances from the stormwater pond or ponds have been shown on the plans.
Section 6-Analysis of 1110-Year Flood
The Federal Emergency Management Agency prepares maps for all areas within Thurston County,
including the incorporated cities therein. Panel #50310-0001 A depicts the areas, if any, subjected to
flooding in the vicinity of this proposal. By inspection of this map, this development area of this proposal
appears to be located in Zane X, an area determined to be outside the 100-year flood plain.
Section 7-Aesthetic Considerations
All stormwater facilities will be hydroseeded upon completion. Additional landscaping shall also be
provided throughout the project in conformance with the approved landscaping and tree restoration plan,
as applicable, and as otherwise required by the approving authority.
Section 8 -Facility Sizing and Downstream Analysis
This project has been designed per the requirements of the 5[ormwater Management Manual for the
Puget Sound Basin published in 1992 that has been developed by the Washington State Department of
Ecology. The stormwater conveyance system and drainage control features have been analyzed using
the HYDRA computer modeling software that utilizes the SCS SBUH method. A copy of the HYDRA
model is located in Appendix C.
Retention Pond Sizing
The retention pond has been sized to infiltrate the volume of a 100-year, 24-hour storm event.
The pond infiltration rate is as follows'
Design infiltration rate = 10 inches per hour.
The pond bottom area = 3,750 square feet.
Qa„~ = 10 in x 1 f[ x 1 hr x 3,750 sq. ft.
1 hr 12 in 3,600 sec
Qa„ ~ = 0.87 cfs
Slageldischarge relation of the retention pond can be found in Appendix C.
The HYDRA model indicates that the peak storage volume required is 1,557 cubic feel fora 100-year, 24-
hour storm event. This volume is achieved at a Design Water Level (DWL) of 349.41. The total available
storage volume in the pond is 3,750, cubic feet at a DWL of 350.
Wet Pontl Sizing: The wet pond was sized to meet the 1992 Washington State Department of Ecology's
standards for the Puget Sound Basin (DOE). The pond will treat the on-site parking and roof area. The
DOE standard is a pond with a permanent pool depth of 3-6 feet deep with the volume of the 6-month 24-
hourrainfall event. The contributing area for the pond consists of 1.49 ac of impervious parking lot.
Step 1) Calculate the volume of the 6-month 24-hour event.
Volume = 5,986 CF
Step 2) Confirm the wet pond volume is provided by the proposed pond. The plan is for a four-
foot deep wet pond with the following dimensions.
An Excel spread sheet was used to estimate the volume of a 11 by 55 foot pond with 3 to 1 side
slopes to be 6,218 CF at 4 feet deep.
Use a 11 by 55 foot pond bottom with 3 to 1 side slopes for the wet pond.
Bio-Filtration Swale Sizing
Design based on Appendix AIII-6.1 of the DOE - Stormwater Management Manual for the Puget Sound
Basin.
Prellminarv Steps (Pl
Step #
P-1) Estimate the runoff flow rate (Q) for the 6-month frequency, 24-hour duration storm, according to
methods outlined in Chapter III-1.
The Hydra analysis estimated the 6-month and 100-year 24-hour flow rate to be 0.10 cfs.
P-2) Bio-filtration Swales should be designed to have slopes between 2 and 4 % . Refer to Manual if
stepper or flatter slopes are required. Select a slope based on preliminary layout.
The swales will be designed to have 1 % slopes.
P-a) Select a vegetation cover suitable for the site. Refer to Table III-6.1 to select grass.
The swales will be a tall fescue mixture.
Design Steps (D)
S[ep #
D-1) Establish the height of vegetation during the winter and the design depth of flow. The design
depth should be at leas[ 2-inches less than the winter vegetation height.
The area will likely be mowed on a regular basis. Therefore, set the winter grass height
at least 6-inches and the flow depth to 4 inches.
D-2) Select a value of Manning's n from Table III-2.8 of the Manual.
Use n = 0.07; for dense grass up to 6-inches high.
D3) Select the Swale shape.
Use a trapezoidal shape.
D-a) Use Manning's equation and first approximations relating hydraulic radius and dimensions for the
selected shape to obtain a working value of a bio-filler width dimension:
For a trapezoidal section.
b = ON(1.aas • y^1 ss7 ~ s^os) -zy
Note due to the small flows the -zy has been deleted to give positive widths. y = 4
Inches, s = 0.02, n = 0.07, and z =a. b= 0.29 ft
D-5) Calculate the area of fhe cross section.
I ,
Area = by +zy^2 = 0.29"0.33 +3"0.33^2 = 0.43 SF
D-6) Compute [he flow velocity at design flaw. This velocity should be less than L5 ftlsec.
V =CIA = 0.10 cfs/0.43 SF = 0.23 fUs
Velocity is less than 1.5 ft/s; design meets criteria
Stabililv Check Steps (SC)
SC-1) Unless runoff from events larger than the 6-month, 24-hour storm will bypass the bio-filter,
perform the stability check for the 100-year, 24 hour storm. Estimate Q for the 100-year event.
Quo = 0.49
cfs
SC-2) Estimate the vegetation coverage ("good" or "fair") and height on the first occasion that the bio-
filterwill receive flow, or whenever the coverage and height will be least.
Assume good coverage.
SC-3) Estimate the degree of retardance form Table III-6.2 of the Manual.
D -Low.
SC-4) Establish the maximum permissible velocity for erosion prevention (Vmax) from Table III-6.3.
4 ftlsec for western wheatgrass.
SC-5) Select a trail Manning's n.
n = 0.037
SC-6) Refer to Figure III-6.6 to obtain a first approximation for VR.
VR=4.0
SC-7) Compute hydraulic radius, using the Vmax from step SC-4.
R = VR/Vmax = 4.014 = 1
SC-8) Use Manning's equation to solve for the actual VR:
VR =1.486/nR16fi's os
_ (1.48610.037) 1.0 ' fib' 0.01 ° s
= 4.01
SC-9) Compare the actual VR from step SC-8 and the first approximation from step SC-6. If they do not
agree within 5 percent, repeat steps SC-5 to SC-9 until acceptable agreement is reached.
4.0 = 4.01, proceed to stem SC-10
SC-10) Compute the actual V far the final design conditions; Check to be sure V < Vmax from step SC-4'.
I ,
V=VRIR=4.OI1.0=4.0
SC-11) Compute the requlred A for Stability.
A=QIV=0.42 cfs/4.0 f/s=0.11 sf
SC-12) Compare the area computed in step SC-11 of the stability analysis, with the area from the bio-
filtration capacity analysis (step D-5). If less area is required for stability than is provided for
capacity, the capacity design is acceptable. If not, use A from step SC-11 of the Figure III-6.5
and recalculate channel dimensions.
Use y from step D-1.
Step D-5 required an area of 0.42 sf, which is larger than the areas calculated in Step SC-11. Use the
dimensions developed in the design steps.
z=3
y = 0.33 ft
b = 0.29 ft
area = 0.43 sf
T=b+2yz=2.27
SC-13) Calculate the depth of flow at the stability; y = (T-b)l2z for trapezoids.
y = (2.27-0.29)/(2'3) = 0.33
SC-14) Compare the depth form step SC-13 to the depth used in the bio-filtration capacity design (step
D-1 ). Use the larger and add 1-foot freeboard to obtain total required depth (yt).
The depth is the same. Remember the base was increased to 0.5 for all swales in step
D-4. The actual flow depths will not be the same for [he treatment and 100-year events.
Set yt equal to 1 + 0.33 = 1.33 ft
SC-15) Recalculate the hytlraulic ratlius; R = (byt+zyt^2) / (b + 2y(z^2 + 1)^0.5
R =[(0.29'1.33) + (3`1.33^2)] I [0.29+ (2*L33'(3^2 + 1)^0.5)
= 5.69 18.70
= 0.65
SC-16) Make a final check for capacity based on the stability based on the stability check design storm
and maximum vegetation height and cover, using the Manning's Equation. Use a Manning's n =
0.1, A = byt + zyt^2 using b from step D-4a or D-15 or SC-12, as appropriate.
Q = (1.aas/a1) (5ss) (oss)^ass7 (0.01)^os
= 0.63 cfs
This is greater than the 100-year flow rate.
I ,
Completion Steps (CO1
CO-1) If the bio-filter is a Swale, lay out the Swale to obtain the maximum possible length. If a shorter
than 200-foot Swale must 6e used, increase A by an amount proportional to the reduction in the
length below 200 feet.
Due to limited area, the length must be reduced to 100-feet.
Revise the area = (200/180)' 0.29 = 0.32 ft
For construction reasons, the swales will be constructed with a 2-foot wide base
CO-2) If the Swale longitudinal slope is greater than 4 percent, design lag or rack check dams
approximately every 50 feel.
The slopes are all less than 4 percent.
Section 9 -Covenants, Dedications, and Easements
All stormwater facilities located on private property shall be owned, operated, and maintained by the
property owners, their heirs, successors, and assigns. The property owners shall enter into an
agreement with the governing body, a copy of which is included in Part V of this report. The agreement
requires maintenance of the stormwater facilities in accordance with the maintenance plan provided and
shall grant easement for access to the governing body to inspect the stormwater facilities. The
agreement also makes provisions for the governing body to make repairs, after due notice is given to the
owners, if repairs are necessary to ensure proper performance of the stormwater system and if the
owners fail to make the necessary repairs. The cost of said repairs shall be borne by the property
owners, their heirs, successors, and assigns.
Section 10 -Articles of Incorporation
Not applicable.
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III. EROSION CONTROL PLAN
Section 1 -Construction Sequence
Prior to commencing any grading or filling upon the site, all erosion control measures, including
installation of a stabilized construction entrance, shall be installed in accordance with this plan and the
details shown on the drawings. More specifically, the following construction sequence shall be observed:
1. Construction on this site shall be conducted substantially in accordance with the construction
sequence described on the plans and in this erosion control plan. Deviations from this
sequence shall be submitted to the project engineer and permitting jurisdiction. Deviations
must be approved prior to any site disturbing activity not contained within these plans.
2. For each phase of the development of this site, the following general sequence shall be
observed:
a. Install perimeter filter fabric fence as shown.
b. Install inlet protection for existing inlets in the vicinity of areas to be disturbed.
c. Call for inspection by the project engineer.
' d. Construct temporary sedimentation trap(s) and outlet(s).
e. Perform grading directing site runoff towards the sediment trap prior to discharge
from the site.
f. Install temporary piping, as required, to direct runoff towards the sediment trap.
3. Once the site is disturbed, continue operations diligently toward completion.
4. Monitor all erosion control facilities, and repair, modify, or enhance as directed or as required.
Section 2-Trapping Sediment
Protection of off-site properties against sedimentation is an absolute necessity. Additional measures may
be required to provide full protection of downstream areas. Additional measures may include, but are not
limited to, use of sediment bags in existing catch basins, increased filters within sediment ponds such as
hay bales, introduction of coagulants to the sediment ponds, and other such measures. Continuous
monitoring of the erosion control systems, depending upon site and weather conditions, shall be ongoing
throughout project development.
Vehicle tracking of mud off-site shall 6e avoided. Installation of a stabilized construction entrance shall be
installed at the start of construction at the exit point to be used by the equipment. This entrance is a
minimum requirement and may be supplemented if tracking of mud onto public rights-of-way becomes
excessive. Washing down roads daily to remove excessive mud may be required. Wash water shall be
directed to the temporary sediment traps installed on-site and shall not be allowed to discharge
downstream without treatment.
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^ Section 3 -Site Restoration
Disturbed areas on and off-site shall be hydroseeded or otherwise landscaped or stabilized upon project
completion [o provide permanent erosion control where required. Erasion control measures shall remain
in place until final site stabilization is imminent (e.g., paving scheduled with a favorable weather forecast).
Section 4-Geotechnical Analysis
Existing slopes in the area of the stormwater ponds are at a maximum of 3 % . The temporary sediment
ponds will be excavated into the native soil. No embankment is required.
Section 5 -Inspection Sequence
The Project Engineer, or someone under his direct supervision, and the permit authority shall inspect the
temporary erosion control facilities (construction entrance, sediment traps, and erosion control barriers)
prior to commencement of construction. During and fallowing construction, the Engineer shall inspect the
construction of the permanent stormwater facilities and report to the permit authority his findings as to
performance and operability of the completed system.
Section 6-Control of Pollutants other than Sediments
A centralized equipment marshalling area and containment area is to be provided on-site for equipment
maintenance and storage of any equipment service materials. An area on-site will be selected as a
temporary debris and stockpile area for materials that will be removed from the site. Erosion control
containment and berming of this area will be provided for pollutant containment and sheeting provided for
coverage or lining if applicable.
IV. STORMWATER MAINTENANCE PLAN
Del's Farm Supply
June 27, 2006
^
TABLE OF CONTENTS
I.
II.
STORMWATER FACILITY MAINTENANCE GUIDE ................................................. .......................18
INTRODUCTION .................._............................................._................................... ..................... 18
What is Stormwater Runoff? ......................................................._.............,........ ..................... 18
What is a Storm Drain System and how does i[ Work? ...................................... ..........__....._ 18
What does Stormwater Runoff have to do with Water Quality? .......................... ....._..__........ 18
Your Stormwater Facility .................................. _.............. _........... _.................... .... _............... 18
Who is Responsible for Maintaining Stormwater Facilities?._ ......................_.... ..................... 18
How to Use the Stormwater Facility Maintenance Guide .................................... .............. _.._. 19
Included in This Guide......_.._ ......................._......_............................................ ........_.... _.._. 19
A Regional Approach to Stormwater Management........_............_ ..................... ..................... 19
YOUR STORMWATER FACILITIES ............................................._......................... ..................... 19
FACILITY KEY .......................................................................................................... ..................... 19
SITE PLAN ................_.........................._._._......................._........................._... _.. ..................... 20
QUICK LIST .............................................................................................................. ..................... 21
MAINTENANCE CHECKLISTS ..............................._.........................................._... ........._........_ 22
Ponds ......_.._....._ ............................................................................................... ..................._ 23
Catch Basins, Manholes, and Inlets .............._._......................._........................ ..................._ 24
Conveyance Pipes, Ditches, and Swales ............................................................ ..................... 25
Grounds and Landscaping .................................................................................. ..................... 26
RESOURCE LISTING .............................................................................................. ..................... 27
POLLUTION SOURCE CONTROL PROGRAM ......................................................... .......................29
What Are Pollution Source Controls And Why Are They Needed? ................. _.. ...................., 29
Materials Used And Wastes Generated .............................................................. ..................... 29
Required Actions ................................................................................................. ..................... 29
^
II. STORMWATER FACILITY MAINTENANCE GUIDE
INTRODUCTION
What is Stormwater Runoff?
When urban and suburban development covers the land with buildings, streets and parking lots, much of
the native topsoil, duff, trees, shrubs and grass are replaced by asphalt and concrete. Rainfall [hat would
have soaked directly into the ground instead stays on the surface as Stormwater runoff making its way
into storm drains (including man-made pipes, ditches, or Swale networks), Stormwater ponds, surface and
groundwater, and eventually to Puget Sound.
What is a Storm Drain System and how does it Work?
The storm drain system far most developments includes measures to carry, store, cleanse, and release
the Stormwater. Components work together [o reduce the impacts of development on the environment.
Impacts can include flooding which results in property damage and blocked emergency routes, erosion
which can cause damage to salmon spawning habitat, and pollution which harms fish and/or drinking
^ water supplies.
The storm drain system provides a sate method to carry Stormwater to the treatment and storage area.
Swales and ponds filter pollutants from the Stormwater by physically settling out particles, chemically
binding pollutants to pond sediments, and biologically converting pollutants to less harmful compounds.
Ponds also store treated water, releasing it gradually to a nearby stream or to groundwater.
What does Stormwater Runoff have to do with Water Quality?
Stormwater runoff must be treated because it carries litter, oil, gasoline, fertilizers, pesticides, pet wastes,
^ sediments, and anything else that can float, dissolve or be swept along by moving water. Left untreated,
polluted Stormwater can reach nearby waterways where it can harm and even kill aquatic life. It can also
pollute groundwater to the extent that it requires treatment before it is suitable for drinking. Nationally,
Stormwater is recognized as a major threat to water quality. Remember to keep everything out of
Stormwater systems except the rainwater they are designed to collect.
Your Stormwater Facility
Different types of ponds are designed for different purposes. For example, wet pontls primarily provide
treatment of Stormwater. Dry ponds or infiltration ponds are designed to provide storage for Stormwater
and allow for its gradual release downstream or into [he ground.
Who is Responsible for Maintaining Stormwater Facilities?
All Stormwater facilities require maintenance. Regular maintenance ensures proper functioning and
preserves visual appeal. This Stormwater Facility Maintenance Guide was designed to explain how
Stormwater facilities work and provide user-friendly, straightforward guidance on facility maintenance.
You are responsible for regularly maintaining privately owned ponds, catch basins, pipes and other
drainage facilities on your property. Stormwater facilities located in public rights-of-way are maintained by
local governments.
^
How to Use the Stormwater Facility Maintenance Guide
This Maintenance Guide includes a Site Plan specific to your development and a Facility Key that
identifes the private Stormwater facilities you are responsible for maintaining. A "Quick List" of
maintenance activities has also been included to help you identify the more routine needs of your facility.
Included in This Guide
^ Comprehensive Maintenance Checklists that provide specific details on required maintenance
^ Pollution Prevention Tips that list ways to protect water quality and keep storm drain systems
functioning smoothly
^ Resources to provide more information and technical assistance
A Regional Approach to Stormwater Management
The Cities of Lacey, Olympia and Tumwater together with Thurston County are taking steps to educate
and involve area residents in water quality issues and Stormwater management. Stormwater runoff is a
widespread cause of water quality impairment and stream degradation. The jurisdictions are working
together with residents, businesses, community groups and schools to address this problem. This guide
focuses on providing information on ways that you can reduce Stormwater impacts through pollution
prevention and proper facility maintenance.
^ VOUR STORMWATER FACILITIES
This section consists of two parts that are to be used together: the Facility Key and the Site Plan.
Review the site plan and identify the numbers denoting a feature of the system. Then check the facility
key for the feature type and checklist name.
FACILITY KEY
^
The Stormwater facility in your neighborhood is comprised of the following elements:
Type of Feature & Checklist Name Location on Site Plan
Ponds 1
Catch Basins, Manholes, and Inlets 2
Conveyance Pipes, Ditches, and Swales 3
Grounds and Landscaping 4
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QUICK LIST
The following is an abbreviated checklist of the most common types of maintenance required. Please go
over this checklist after heavy rains. The list represents minimum maintenance to be performed and
should be completed in conjunction with the other checklists for an effective maintenance program.
^ Inspect catch basin grates to see that they are not clogged or broken. Remove twigs, leaves, or
other blockages. Contact the local jurisdiction [o replace the grate if it is broken.
^ Inspect inlet and outlet pipes for blockages. Clear all blockages.
^ Inspect filter strip, Swale and pond walls for erosion or caved in areas.
^ Inspect riprap (rocks) a[ the inlets and outlets of culverts and other pipes. If they are silted in or
eroded away, replace them.
MAINTENANCE CHECKLISTS
The Maintenance Checklists in this packet are for your use when inspecting the stormwater facilities on
your property. This packet has been customized so that only the checklists for your facilities are included.
If you feel you are missing a checklist, or you have additional facilities not identified or addressed in this
packet, please contact your local jurisdiction.
The checklists are in tabular format for ease of use. Each describes the area to inspect, inspection
frequency, what to look for, and what action to take. A log sheet is included toward the end of the chapter
to help you track maintenance of your storm drainage system.
Although it is not intended far the maintenance survey to involve anything too difficult or strenuous, there
are a few tools that will make the job easier and safer including:
^ Aflashlight.
^ Along pole or broom handle.
^ Some kind of pry bar or lifting tool for pulling manhole and grate covers.
^ Gloves.
A resource list is included in the next chapter. Here you will find the phone numbers of the agencies
referred to in the tables, as well as the contractors and consultants who designed and constructed your
facilities.
SAFETY WARNING: In keeping with OSHA regulations, you should never stick your head or any part of
your body into a manhole or other type of confined space. When looking into a manhole or catch basin,
stand above it and use the flashlight to help you see. Use a long pole or broom handle to check sediment
depths in confined spaces. NO PART OF YOUR BODV SHOULD BREAK THE PLANE OF THE OPEN
HOLE.
Ponds
There are essentially three kinds of ponds: treatment ponds, infiltration ponds, and detention ponds.
Although each pond has unique maintenance requirements, there are also many things they have in
common. Your facility has bath infiltration and wet ponds.
INSPECTION FREpUENCY LOOK FOR ACTION
AREA
Entire Pond Quarterly Yard waste such es grass clippings Remove (rash entl tlebris entl tlispose of properly.
and branches in basin: presence of
glass, plastic, metal, foam, or
coatetl a er.
Entire Pontl Quarterly Vegetation that may constitute a Remove invasive or noxious vegetation. Do not
public hazard, e.g., tansy ragwort, spray chemicals on vegetation witheut obtaining
poison oak, stinging nettles, guitlance from WSU Cooperative Extensien antl
devilsclub. a roust from Cit or Count
Entire Pond Quarterly Presence of chemicals such as First, attempt to locate source of pollution-, then call
natural gas, oil, and gasoline, Moderate Risk Waste program at Thurston County
noxious odor, or slutl e Environmental Health to re ort the hazartl.
Entire Pond Quarterly Sparse, weedy, or overgrown grass Grassy pontls'. selectively thatch, aerate, antl re-
in grassy (tlrylinfiltration)ponrls-, seed pontls. Grass shoultl be kept less than B
presence of Invasive species or inches high. Wet ponds'. hand-plant nursery-
sparse growth of plants in wet grown wetlantl plants in bare areas. Contact WSU
ponds. Cooperative Extension for guidance on invasive
species. Pond bottoms shoultl have uniform tlense
coverage of tlesiretl plant species.
Entire Pontl Quarterly Evidence of rotlent holes if facility Destroy rotlents and repair dam or berm. Contact
is a tlam or berm. Water should Thurston County Health Department for guitlance.
not flow [hrcu hrotlent holes.
Entire Pond Quarterly Nuisance insects such as wasps, Destroy or remove insects. Contact WSU
hornets or mosquitoes that may Cooperative Extension lorguirlance.
Interfere with maintenance
Entire Pond Annually Confirmation that trees are not Prune tree limbs to allow for maintenance. Some
interfering with maintenance (i.e., trees may be cut.
mown ,silt 2mov2, 9r 2ccess.
Inlet Annually Confirmation that the riprap under Replace rocks and/or remove setliment.
the inlet pipe Is Intact antl that no
native soil Is exposed. Also, look
for accumulations of setliment
greater than half the height of the
rocks.
Outlet Quarterly Afree-flowing overflow that is clear Replace riprap if missing. Remove trash or tlebris
of tlebris. and die ose of ro erl
Side Slopes Annually Signs of erosion arountl inlets antl Attempt to tletertnine the cause o(erosien antl
outlets. Inspect berms for signs of repair it Stabilize slopes by reinforcing with rock,
sOding or settling. Take action I( planting grass, or compacting soil Contact WSU
eroded damage Is over 2 inches Cooperative Extension far guidance on slope
deep antl where Nare is potential reinforcement
far continuetl erosion.
Storage Area Annually Setliment builtl-upon pontl bottom. Remove the sediment and re-seed the pontl i(
A buried or partially butlad outlet necessary to improve in0ltrafion and contrel
slrucWre or very slow infltralion erosion.
rate may Indicate slgnlflcant
setliment de osits.
Dikes Annually Significant settling of any part of Build dike back to the original elevation.
tlike.
Emergency Annually Intact riprap protective area. Repair Replace rocks so all native soil is covered.
OvedlowlS illwa If an native soil Is ex used.
Trench Drain Quarterly Confirmation that the grate is clear Remove tlebris from grate, clean drain.
of tlebris and that the tlrain is not
lu etl.
Catch Basins, Manholes, and Inlets
These structures are typically located in the streets and public rights-of-way. Local jurisdictions are
responsible for routine maintenance of the pipes and catch basins in rights-of-way, while you are
responsible for keeping the grates clear of debris in all areas as well as pipes and catch basins In private
areas.
INSPECTION FREQUENCY LOOK FOR ACTION
AREA
Catch basin During and aFler Accumulation of trash or debris in front of Remove blocking (rash or debris with a
opening major storms catch basin opening that prevents water Gom rake and clean off the grate.
flowin in
Catch basin Quarterly Sediment or debris in the basin. No more Remove debris from catch basin.
then half the depth from the bottom of the
pipe to the bottom of the basin shoultl be
allowetl to accumulate. Use a long stick or
broom handle to poke into setliment antl
determine tle th.
Inlet antl outlet Quarterly Trash or tlebris in the pipes that has Remove fresh Or debris from inlet and
pipes exceeded 1/5 of thalr height. Ensure there outlet pipes.
are not tree roots or other vegetation
rowln in me i es.
Inlet antl outlet Annually Cracks wider than % inch and longer than Repair cracks or replace the joints.
pipe joints 12-inches at the join) of any inlet or outlet
pipe. Also check for evidence of setliment
enlerin the catch basin throw h cracks.
Grate Quarterly Cracks longer than 2 inches or multiple Replace grate if necessaq~.
cracks.
Frame Quarterly Confirmation that the frame is swing !lush on Repair or replace the frame so it is flush
top of the concrete sWCtura (slab). A with the slab-
separation of more than'/. inch between the
frame and the slab should be corrected.
Catch basin Annually Cracks witler than''/a inch and longer than 3 Replace or repair the basin. Contact a
feel Also check (or any evidence of professional engineer for evaluation.
setliment entering the catch basin through
cracks. Determine whether or not the
structure is sountl.
Catch basin Quarterly Chemicals such as natural gas, oil, and Clean out catch basin. Contact your
gasoline have may have entered the catch local jurisdiction or Thurston County
basin. Check br noxious odor or oily sludge. Environmental Health i! you tletect a
color, otlor, or oil slutl e.
Oil/water Quarterly Significant slutlge, oil, grease, or scum layer Remove the catch basin lid antl skim off
separamr covering ell or most of the water sir Rece. oil layer. Pour oil Imo a tllsposable
(bownturnetl container, seal container, wrap securely
elbow or "T" in in newspaper, antl place in trash. Water
catch basin surface should be clear of oil la er.
Pipe elbow Quarterly Damage to tap or bottom o! pipe; determine If pipe is broken, replace pipe in
whether pipe is plumb. acwrtlance with approvetl plans on file
with our local'urisdlction.
Conveyance Pipes, Ditches, and Swales
INSPECTION FREQUENCY LOOK FOR ACTION
AREA
Pipes Annually Confirmation that accumulated Clean pipes of all sediment
sediment has not exceeded 20 % of and debris. Remove all
the diameter of the pipe and that vegetation so that water
vegetation has not reduced free flows freely through pipes.
movement of water through pipes. Repair or replace pipe as
Ensure that the protective coating is necessary.
not damaged and rusted. Denfs
should not significantly impede flow.
Pipe should not have major cracks or
tears allowin water to leak out.
Open ditches Quarterly Yard waste or litter in the ditch. Remove trash and debris
and dis ose of ro erl .
Open ditches Annually Confirmation that accumulated Clean ditch of all sediment
sediment has not exceeded 20 % of and debris.
the de th of the ditch.
Open ditches Annually Vegetation (e.g., weedy shrubs or Clear blocking vegetation so
& Swales saplings) that reduces the free that wafer flows freely
movement of water through ditches or through ditches. Grassy
Swales. vegetation should be left
alone.
Open ditches Quarterly Signs of erasion. Inspect slopes for Eliminate causes of erosion.
& Swales signs of sloughing or settling. Action Stabilize slopes by using
is needed where eroded damage is appropriate erosion control
over 2 inches deep and where measures (e.g., reinforce
potential for continued erosion exists. with rock, plant grass,
compact soil.
Open ditches Annually Adequate rock placement in splash Replace rocks tc design
8 Swales pad, check dam or lining. Native soil standard.
should not be visible.
Swales Quarterly Adequate grass coverage. Take Aerate soils, reseed and
action if coverage is sparse and mulch bare areas. Keep
weedy, or areas are overgrown with grass less than 8 inches
woody vegetation. high. Remove woody
growth, regrade, and reseed
as necessar .
Swales Quarterly Confirmation that Swale has not been If possible, speak with
filled in or blocked by structures, homeowner and request
shrubbery, etc. that the Swale area be
restored.
Swales Annually Standing water in Swale or very slow A survey may be needed to
flow velocity. Stagnation, verify grades. Grades
should be between 1-5%.
~,
Grounds and Landscaping
INSPECTION FREQUENCY LOOK FOR ACTION
AREA
Landscaped Quarterly Uncontrolled weed growth in If possible, pull weeds by hand
Areas landscaped areas. to avoid using chemical weed
controls.
Landscaped Quarterly Presence of poison ivy or other Remove poisonous vegetation
Areas oisonous ve elation or insect nests. or insect nests.
Landscaped Quarterly Yard waste or litter Remove and dispose of
Areas ro erl .
Landscaped Quarterly Noticeably visible rills in landscaped Identify the causes of erosion
Areas areas. and take steps to slow down or
disperse the water Fill in
contour; seed area.
Trees and Annually Split, broken or otherwise damaged Trim trees and shrubs to
shrubs tree parts and shrubs restore shape. Replace
severely damaged trees and
shrubs.
Trees and Annually Blown down or knocked over trees or Replant trees or shrubs,
shrubs shrubs inspecting for injury [o stem or
roots. Replace if severely
dama ed.
Trees and Annually Exposed roots, Inadequate support, Place stakes and rubber-
Shrubs severe leaning coated ties around young
trees/shrubs for sup ort.
RESOURCE LISTING
If you suspect a problem exists, please contact your local jurisdiction at one of the numbers below and
ask for Technical Assistance,
Contact Numbers:
Yelm Public Works (360) 458-3244
WSU Cooperative Extension (360) 786-5445
Engineer's Information:
HATTON GODAT PANTIER
1840 Barnes Blvd SW
Tumwater, WA 98512
(360) 943 -1599
LOG SHEET
Use log sheets to track maintenance checks and what items, if any, are repaired or altered, The
completed sheets will serve as a record of maintenance activity and will provide valuable information
about how your facilities are operating. Log sheets should be kept in a dry, readily accessible place.
INSPECTION DATE:
PERFORMED BY:
PHONE NUMBER: ADDRESS:
POSITION ON HOA: CITY, ST, ZIP:
III. POLLUTION SOURCE CONTROL PROGRAM
What Are Pollution Source Controls And Why Are They Needed?
Pollution source controls are actions taken by a person or business to reduce the amount of pollution
reaching surtace and ground waters. Controls, also called "best management practices' (BMPs) include:
^ Altering the activity (e.g., substitute non-toxic products, recycle used oil, route floor drains to
sanitary sewer rather than storm sewer).
^ Enclosing or covering the activity (e.g., building a roof).
^ Segregating the activity (e.g., diverting runoff away from an area that is contaminated)
^ Routing runoff from the activity to a treatment alternative (e.g., a wastewater treatment facility,
sanitary sewer, or stormwater treatment area).
Pollution source controls are needed because of the contamination found in runoff from commercial areas
and the effect of this contamination on aquatic life and human health. Research on urban runoff in the
Puget Sound area and elsewhere has found oil and grease, nutrients, organic substances, toxic metals,
bacteria, viruses, and sediments at unacceptable levels. Effects of contaminated runoff include closure of
shellfsh harvesting areas and swimming areas, mortality of young fish and other aquatic organisms,
tumors on fish, and impairment of fsh reproduction.
Materials Used And Was[es Generated
Of particular concern are drives and parking areas. Because of heavy vehicle usage, the concentration of
oil and grease in stormwater may exceed the Ecology guidelines of 10 mg/1. Although there are no local
data to confirm this view, limited research in the San Francisco Bay area found the mean concentration of
oil and grease in stormwater to exceed 10 mg/1.
Required Actions
The following actions shall be taken to ensure that pollution generated on site shall be minimized:
1. Warning signs (e.g., "Dump No Waste - Drains to Stream") shall be painted or embossed on
or adjacent to all storm drain inlets. They shall be repainted as needed. Materials needed to
undertake thls task can be purchased or may be available from the Public Involvement
Coordinator for the Department of Public Works.
2. Sediment removed from basins, ponds, and swales shall be disposed of in a proper manner.
Contact the local governing jurisdiction for inspection prior to completing this task.
3. No activities shall be conducted on site that are likely [o result in short-term, highly
concentrated discharge of pollution to the stormwaler system. Such activities may include,
but are not limited to, heavy vehicle maintenance, and cleaning of equipment usetl in the
periodic maintenance of buildings and paved surtaces.
4. Use of pesticides and fertilizers shall be minimized.
5. Do not dump paint, solvents, oils, or other such substances, including landscape waste, into
storm drains or ponds.
APPENDIX A-Site Plan
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APPENDIX B -Calculations
1
1
1
1
DOE Wet Pond Calculator
Length SS ft
side slope 1 _
side slope 2 ~
Base elevntic 346.(10 fi
Elevation Volume
346.00 0
346.50 353
347.00 811
347.50 1383
348.00 ?074
348.50 ?895
349.00 3854
349.10 4063
349.20 4278
349.30 4498
349.40 4725
349.50 4958
349.60 5198
349.70 5443
349.80 5695
349.90 5953
350.00 6218
350.10 64R9
350.20 6767
750.30 7052
wash i i n
side slopcl ~
side slope2 0
warer solace
bouam aura
605.00 b0500
60500 81200
fi05 00 103"1.00
eos oo iaxo.oo
ea5oo uai.ao
fi05 00 182LL00
60500 211].00
60500 11'18.56
605,01] ^240.84
605.00 ^_30384
GO5.00 335]Sb
605.00 243100
JA9]
16
605.00 .
605.00 'SG3114
605.00 262V fi4
G05.00 2696.96
605.00 2"/6500
605.00 2833]6
GOS OV 2903,24
2
]3 44
605 00 9
~tatus of D.EFS1LiLTS at starC of run. ( * May he reset by SET)
Command file C:\HYDRA\CPQD\OS-OSST.CMD
Input units are readas
i]SA
* Output sent to display : Detailed.
* Output sent to printer Brief
* Output sent to f ile Detailed
Paper width in inches 8.000
string to reset printer 27 51 36 18
String to set printer to compressed 17 15
String to set printer to 8 lines/inch 8 27 51 27
^ Name of printer Epson, Fx series
^ Print heading at top of page False
Nurc'uler of steps in hydrograph 144
Step length in minutes 10
Significant flaw in hydrograph 0.010
* Maximum plot value Selected by HYDRA
Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start of actual storm O.DO
Rational Method computations Off
SCS computations Santa Barbara
Continuous simulation computations : Off
~* Maximum d/D for pipe design/analysis 0.900
* Match point position on pipe c D.DD nr Invert
* Number of alLnwabLe diam drops 999
* Mimimum drop tliru manhole 0.000
Routing technique Quick
* Calculate sanitary flows True
* Calculate-infiltration flows True
* Calculate storm flows True
* Calculate misc flows True
1: SOB Del's Farm Supplyn 6-month
2: REM Size the Swale for stormwater treatment
3:
4:
5: TOT 1.33 sets the total rainfail
6: AEM 6-month 1.33 in
7: REM 100-year 4.00 in
8:
9: FIL doe.inc "calls the dce unit hydrograph
--START Or^ StIB -FILE------
1: HYE 10 0.00 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.04.0 0.040 0.0
I 40+
z: o.oso c.DSO D.oso D.oso D.oso o.9sD o.DSO o,D6o D.95D o_osD 9.e5o
o.D6D+
3: 0.070 0.070 0.070 O.D70 0.070 0.070 0.082 0.082 0.082 0.082 0.082
0.082+
4: 0.095 0.095 0.095 0.095 0.095 0_995 0.134 0.134 0.134 0_180 9.180
0.340+
5: 0.540 0.270 0.180 0.134 0.134 0.134 0.088 0.088 0.088 0.088 0.088
0.088+
6: o.oss o .oas o .oas o .oss o. os8 o .osa c. a7z o .o7z o. o7z o. o7z o .o~z
o.c7z+
7: o.o7z o .o~z o .o7z a .o72 e. o7z o. 0?z p. os7 o .os7 o. os~ o- os7 o .os?
0.059+-
9' 0.057 0 .05? 0 .057 0 .057 0. 057 0 .057 0. 050 n. 050 0. 050 0. 050 0 .050
p.p50T
9: 0.050 0 .050 0 .050 0 .050 D. O50 0 .050 0. 040 0 .040 0 .040 0. 040 0 .040
0.040-
10: 0.040 0 .040 0 .040 0 .040 0. 040 0 .040 0. 040 0 .040 0 .040 0 . 040 0 .040
0.040+
11: 0.040 0 .040 0 .040 0 .040 0. 040 0 .040 0. .040 0 .040 0 .040 0. 040 0 .040
0.040+
12' 0.040 0 .040 0 .040 O .nan n, p40 0 .040 0 .040 0 .040 0 .040 0. 040 0 .040
0.040+
13: 0.040 0 .040
^ -
- - END OF SUB -FILE ---- --
~o:
11: PDA 0.012 8 1 2 ? 0.0 05 s ets defa ult pipe val ves
12: NEW $ald Hi 115 Ro ad
13: crc p,50 0. 55 98 80 2
14: PIP 30 347 347
NOTE: i7 o flew to ir l et.
15: CHA 60 346. 20 345 .00 0. 041 3 4 3
lE: HOL bald
17:
18: NEW Parking lot, roof, :and landscaping area
19: SCS 1.49 1.0 98 80 2
20: P.ES -1 0!0 1000000-0;0 "dummy pond to -print volume
NOTES No flow to inlet.
21: AEM REC bald
22: REM RES -1 0/0.87 99999999999/0.87
23:
~n
~~
25: END
---- - S U M M A R Y O F A N A L Y S I S------
Run number on command file 9
Number of links 3
Number of hydrographs 37
Total sanitary population 0
Total sanitary area 0 .00 Acres
Total storm area 1 .99 Acres
Number of pumps 0
Number Of reservoirs 1
Number of diversion structures 0
Number of inlet€ 0
Length of new pipe 30 .00 Feet
Length of existing pipe 0 .00 Feet
Length of channel 60 .00 Feet
Length of gutter -0 .00 Feet
Length of transport units 0 .00 Feet
Length of pressll re pipe 0 .00 Feet
HGA, Consulting Engineers HYDP.A Version. 4.59
Ol,~npia, Washington Page 1
C \HYDP1d\CMD\OS-OSST CMD--------------------------------------21:33 27-Jun-106
Del's Farm Supplyn 6-month
*** Bald !ail is P.oad Pipe Design
Invert
, Depth Min San Sto Vel Design Estimated
Link Long Diam Up; Dn Slope Up/Dn Cover Eaf Mis d/D CFS Cost
1 30 8 344.28 0.0050 2.72 2.00 0.0 0.1 1.50 0.12 0
344.13 2.87 0.0 0.0 0.27
*** Bald Hills Road Channel
Ditch Shape Invert Surface [didth Sa.^. Sto Flow Cest
Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis Vet
2 60 3.00 3.00 n,0?n0 346.20 346.25 4.3 0.0 0.1 0.12 0
4.00 345.00 345.05 0.05 0.0 0.0 0.64
Lateral length= 90 Upstream length= 90
i*** Parking lot, roof, and landscapi Reservoir
Inert - - - --------- Maximum F1~.. `.'aloes.----------------
, Link Up/Dn San Inf Sto Mis Design. Cost
3 UnY.noem Dacharge : 0.00 0.00 0.00 O.OG 0.00 0
Unknown Stored 0 0 5986 0 5986
Incom~nq 0.00 0.00 0.55 0.00 0.55
____________________________________________________
Lateral length= 0 Upstream length= 0
^
^
~tatus of DEFAULTS 3t start of run. ( * May be r..s=t ba SE'":
Command file C:\HYDPS \ CMD\O5-OSST.CMD
Input units are read as USA
* Output sent to .display Detailed
* Output sent to printer Brief
* Output sent to file Detailed
Paper width in inches 8.000
String to reset printer 27 51 36 18
String to set printer to compressed 17 15
String to set printer to 8 linesJinch 8 27 51 27
Name of printer Epson, FX series.
Print heading at top of page False
Number of steps in hydrograph 144
Step length in minutes 10
Significant flow in hydrograph 0.010
* Maximum plot value Selected by BYDRA
Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
Delay to start of actual storm O.DO
Rational Method computations Off
SCS computations : Santa Barbara
Continuous simulation computations Off
* Maximum d/D for pipe design/analysis.. 0.900
* match point position on pipe c 0.00 or Invert
* Number of. allowable diam drops 999.
* Mimimum drop thru manhole. 0.000.
Routing technique Quick
* Calculate sanitary flows True
* Calculate inf filtration flows True
* Calculate storm flows True
* Calculate misc flows : True
'
l: 30B s Farm Supplyn
Del 100-Year
2: P.EM Size the Swale for stormwatrer treatmen t
^ 3:
4:
5: TOT 4.00 " Sets the to tal raiRf dll
^ 6: P.EM 6-month 1.33 in
7: REM 100-yezr 4.00 in
8:
9: FIL doe.nc "calls the doe unit hydr ograph
-- -START-OF SUB-FTDE----- -
HYE 04
040 0
10 0
00 0 040
D40 0
0 O 0.040 0.040 0.040 0.040 O.C40 0.0
~: .
.
. .
.
4 (3+
. 2: 0.050 0.050 O.OSD 0.050 O.D50 0 .050 0. 060 G .Ob0 0. 060 0. 060 0 .060
0.060+
. 3: 0.070 0.070 0.070 0.070 0.070 0 .070 0. 082 0 .082 0. 082 0. 082 0 .08.2
0.083+
4: 0.095 0.095 0.095 0.095 0.095 0 .095 0. 134 0 .134 0 .134 0. 180 0 .180
0.340+
. 5: 0.540 0.270 0.120 0.134 0..134 0 .134 C. 088 0 .088 0 .088 0 .088 0 .088
0.088+
I •
_. 0.098 0 088 0.088 0.088 0.088 0.088 0.072 0.072 0.072 0.072 0.072
0.072+
- 0.072 0.072 0.072 0.072 O.C72 0.072 C.057 0.05'7 0.057 C.057 0.057
U.D57~e
s: o.os7 o.os7 o.os7 o.os7 o.os7 o.os7 o.oso o.esD o.oso o.DSO o.oso
o.oso+
S: 0.050 0.050 0.050 O.C50 0.050 O.OSC 0.040 0.040 0.040 0_040 0.040
0.040+
10: 0.040 0.040 0.040 0.040 0.040 0.040 G.040 0.040 0.040 0.040 0.040
0.040+
11: 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.04C 0.040 0.040 0.040
O.U4U+
12: 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040
0.040-
13: 0.040 0.040
END OF SUB-FILE ------
10:
11: PDA 0.012 8 1 2 2 0.005 sets default pipe as hies
i2: NEW Bald Hills Road
13: SCS 0.50 0.65 98 80 2
14: PIP 30 347 34'7
NOTE: No flow to inlet.
15: CHA 60 346.20 345.00 0.041 3 4 3
16: HOL bald
^ 17:
18: NEW Parking lot, roof, and landscaping area
19: SCS 1.49 1.0 98 802
20: REM RES -1 0/0 10000000/0 "dummy pond to print volume
21: REC bald
22: RES -1 0/0,87 99999999999/0.87
NOTE: No flow to inlet.
23:
24:
25: END
~----- S U M M A A Y O F A N A L Y S I S------
i
^
^
e
Run number on command file
Number of links
Number of hydrographs
Total sanitary population
Total sanitary area
Total storm area
Number of pumps
Number of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
Length of channel
Length of gutter
Length of transport units
Length of pressure pipe
10
3
38
0
O .OO ACres
1 .99 Acres
0
1
0
30. 00 Feet
0. 00 Feet
60. DD Feet
0. 00 Feet
0. 00 Feet
0. 00 Feet
HGA, Consulting Engineers HYDRA Version 4.59
Olympia, Washington page 1
C:\HYDRA\CMD\OS-OSST.CMD 21:39 27-Jun-106
Del'S Farm Supplyn 100-Year
I , *** Bald Hi115 Road
Invert Uepth Min
Link Long Diam Up/Dn Slope Up/Dn Cover
1 30 8 344.28 O.CO50 2.72 2.00
344.13 2.87
Pipe Design
San Sto Vel Design Estimated
Inf Mis d/D CFS Cost
0.0 0.5 2.31 0.50 0
D.0 0.0 0.58
***
Bald Hills Road
Ditch Shape Invert Surface width San Sto
Link Long Lft/Ctr/Rht Slope Up; Dn Up/Dn Depth Inf Mis
2 60 3.00 3.00 0.0200 346.20 346.31 4.6 0.0 0.5
4.00
__________________ 345.00
_ 345.10 0.11 0.0 0.0
Lateral length- ______
90 _______________
Upstream len ______
gth= ______
90
Channel
Flow Cost
Vel
0.49 0
1.09
*** Parking lot, roof, and landscapi P,eservoir
Invert -------------- Maximum Flow Values ------- ----- -----
Link Up/Dn San Inf Sto Mis Design
3 345.C0 Discharge u.00 0.00 0.87 0.00 p.87
344.00 Stored 0 0 1575 0 1575
Incoming
________________ 0.00
____ 0.00 2,36 0.00 2,26
i
Lateral length= _____
0 ____p__________g__
U stream len th- _____ _
90
i
^
^
Cost
0
i~
*** Bald Hills koad
Invert Denth Min
Link Lorg Diam Un/Dn Slone Up/Un Cover
1 30 8 344.28 0.0050 2. %2 2.00
344.13 2.87
Pine Design
San Sto Vel Design Estimated
Inf Mis d/D CFS Cost
0.0 0.5 2.31 0.50 0
0.0 0.0 0.58
*** Bald Hills Road
Ditch Shape Invert Surface width San Sto
Link Long Lft/Ctr/Rht Slope Up/Dn Up/Dn Depth Inf Mis
2 60 3.00 3.00 0.0200 345.20 34E.31 4.6 0.0 0.5
4.00 345.00 345.10 0.11 0.0 0.0
Channel
Flow Cost
Vel
0.49 0
1.09
4
i
59
V
HGA, Consulting Engineers HY DPA .
ers
on
Olympia, Washington Page 2
C~\HYDRA\CMD\05-OSST CMD____ ________ ___________________ _____ __51 :47 27-Jun-106
Del 's Farm Su pplyn 100-Year
Lateral length= 90 Upstream length= 50
*** Parking lot, roof, and la ndsca.pi P.e servoir
l ---- -
Invert -------------- Maximum Flow Va
ues --
Link Up/Dn San Inf Sto Mis Design Cost
3 345.00 Discharge 0.00 O.GO 0.87 0.00 0.87 0
344.00 Stored 0 0 1575 0 1575
___Incomin9______ _~_~~__ __~_~~_____'__6_____ ~_~~_ ___ 2.26
Lateral length= G Upstream length= 90
i~
i