Drainage and Erosion Control Report
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E~/~ ~.J
Drainage and Erosion Control Deport
Proponent: R.D.S. Design L.L.C.
Scott Ritter -•
2365 48th Ave SW
Olympia, WA 98512
(360) 791-1589
Prepared By: Robert Tauscher, P.E.
Jerome W: Morrissette & Associates Inc., P.S.
1700 Cooper Point Road SW, #B2
Olympia, WA 98502-1110
Phone. (360) 352-9456
Fax. (360) 352-9990
Submitted:
October 2006
Revised February 2007
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TA~I.E ®F C®NTENTS
I. DRAINAGE REPORT
Section 1 -Project Description
Section 2 -Existing Conditions
Section 3. -Infiltration Rate/Soils Report
Section 4 =Wells and Sewerage Systems
Section 5 -Fuel Tanks
Section 6 -Sub-basin Description
Section 7 = 100 Year Flood
Section 8 -Aesthetic Considerations
Section 9 -Facility Sizing and Downstream Analysis
Section 10 -Covenants, Dedications, and Easements
Section 11 -Articles of Incorporation
II. EROSION CONTROL REPORT
Section 1 -Sequence
Section 2 -Trapping Sediment
Section 3 -Permanent Erosion Control
Section 4 - Geotechnical Report
Section 5 -Inspection
Section 6 -Control of Pollutants Other than Sediment
III. APPENDIX
A. Soils Report
B. Calculations and Hydraulic Analysis
C. Residential Stormwater Facilities Maintenance Agreement
D. Thurston Region Stormwater Facilities Summary Form
E. Site Plan
F. Stormwater Basin Map
G. Engineer's Estimate
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Ritter Subdivision
Drainage and Erosion Control Report
JWM&A # 05141
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PI2®1f1EC~' EIVGEVEER'S CER~'IF'ICA'I'E
"I HEREBY CERTIFY THAT THIS PROJECT; BITTER SUBDIVISION, YELM,
WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION
AND MEETS l~'D~IIMUM STANDARDS OF THURSTON COUNTY 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 BY~ ME."
-____
Robert Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S
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s~er~
EXPIRES: 02'CYII
Ritter Subdivision
Drainage and Erosion Control Report
JWM&A # 05141
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BITTER SUBDIVISION
YELIVI, WASHINGTON
DRAINAGE AND EROSION CONTROL REPORT
PANT I. DRAINAGE REPORT
1 This report has been prepared as part of the requirements for 181ot subdivision for the
subject site and in accordance with the "Thurston County Drainage Design and Erosion
Control Manual," 1994.
Section fl -Project Description:
The Ritter Subdivision site consists of 3.75 Acres. The site lies on the east side of
NW Cullens Street and the west side of NW Longmire Street in Yelm,
Washington, in the Southwest quarter (SW '/4) of the Northwest quarter (NW '/a)
of Section Nineteen (19), Township Seventeen (17) North; Range Two (2) East.
The assessors parcel numbers is 21724140400, 21724140300, and 21724141600.
The site is relatively flat. The proposed accesses will be from both NW Cullens
Street and NW Longmire Street.
The site improvements include an internal 34-foot wide paved roadway.
' Stormwater will be conveyed via piping to a wetpond and then to the infiltration
gallery.
Section 2 -Existing Conclations:
The location of the lots is fairly flat, with elevations range from 346 to 348 feet.
Section 3 - Inf itration Rates/Soils Report:
Soils on the site are listed in the Soil Conservation Service's Soil Survey of
Thurston County Washington as 5panaway Gravelly Sandy Loam.. Typical soils
. are a black gravelly sandy loam near the surface with dark yellowish brown very
gravelly loam occurring within 60 inches of surface. The soil mapping from this
soil survey indicates that the predominant soil group at this site is "B".
An evaluation of the surficial soils was conducted and a copy of the soils
information is located in Appendix A. The infiltration rate measured in a falling
head test performed at 36 inches below the existing surface is > 58 inches. per
hour. The infiltration tests results are found in Attachment A.
' Field percolation. tests performed yielded a percolation rate range between three
holes of 23 in/hr to 152 in/hr. Incorporating a factor of safety greater than 2,, the
estimated percolation rate used for design is 10 inches per hour.
Ritter Subdivision
Drainage and Erosion Control Report
JWMBiA # 05141
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Section 4 -Wells and Sewerage SysteBns:
A search of Department of Ecology web site was performed to identify nearby
wells. The search yielded no wells on the subject site or nearby property.
The proposal development will be connected to the City of Yelm sewer and water
systems.
Section 5 - ~ue1 Tanks:
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Based on information from the current property owner, numerous site inspections,
and the expressed intentions of the owner, there are no known fuel tanks existing
on the property. No fuel tanks will be brought onto the property during
development.
Section 6 - Sulu-basi~e Description:
Project site runoff from the 6-month 24-hour storm events will be routed to a
wetpond for treatment and then to infiltration gallery for disposal. .
Sects®n 7 -100 Year Mood:
The site is not within the 100-year flood plain.
Section ~ -Aesthetic Considerations:
All disturbed areas will be vegetated or landscaped. The stormwater facilities
consist of catch basins and conveyance piping to collect runoff, convey to a
wetpond for treatment and then to an infiltration gallery for disposal.
Consequently, the overall aesthetic affect of the stormwater facilities on this site
will be consistent with other facilities within the vicinity and should not detiact
from surrounding areas.
Section 9 -Facility Sizing and l)ownstreaan Analysis:
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The impacts of the proposed development on stormwater runoff have been
analyzed in accordance with the procedure described in the "Stormwater
Management Manual for the Puget Sound Basin," 1992.. All stormwater
conveyance and detention systems were designed for the 100 Year /24 Hour
Design Event as outlined in the above listed Manual. The hydraulic analysis for
the on-site stormwater facilities can be found in Appendix B. .
Ritter Subdivision
Drainage and Erosion Control Report
JWM&A # 05141
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The evaluation performed includes site runoff flow, gallery storage using HYDRA.
analyses (HYDRA Version 5.85, July 1994). Copies of the HYDRA Input and
Output files and table summarizing the site azea and gallery volume characteristics
are included in Appendix B. '
P®ST DEVELOPI~VIEIi1T SITE CI~ACTEItISTICS
Total Site Area- '
Pass-Through Drainage Area
3.51 Acres
0.0 Acres
Area Tributary to Facility Including Offsite (Acres): 2.73 Acres
Total Onsite Area Tributary to Facility (Acres): 2.50 Acres
Total Offsite Area Tributary to Facility (Acres): 0.23 Acres
Design Impervious Area Tributary to Facility (Acres): 1.35 Acres
Design Landscaped Area Tributary to Facility (Acres): 1.38 Acres
Tributary Area (Acres): 2.73 Acres
"
"
B
SCS Data H drologic Soil Group
Y
Curve Numbers
1 Impervious Areas 98 .
Pervious Areas 90
5YSTEIVI II~II~1Il0~IIJIdI IIE~iJII~1VIEI~1~'S.
Total Area Tributary to Facility (Acres):
Required Volume per HYDRA 2.73
9,778 Acres
CF
Infiltration Rate with 3,132 sf Infiltration Gallery Bottom 0.73 CFS
System Performance
Within the subject site, stormwater from roadway and sidewalks will be routed to
swales and into infiltration gallery. Runoff from the new houses will be directed
into individual drywells.
Based on the HYDRA analyses performed for the 24 hour - 100 Year Event; the
' peak flow into the stormwater gallery will be 5.25 CFS. The maximum storage
volume needed iri the gallery per HYDRA is 9,778 CF. The design infiltration rate
is 0.73 CFS with the gallery bottom of 3,132 SF and 10,122 CF of storage volume
provided in the gallery.
Overflow Check
Flow into pond from 100 year storm event is 5.25 cfs (See HYDRA 100 Year
Report File page 2), flow through pond outfall pipe to galley is 52.88 cfs.
.Additional storage provide above top of pond elevation 344.5 and elevation 345 is
2468 cf. Therefore the overflow provide is design to handle greater than the 100
year 24 hour storm event..
Ritter Subdivision
-Drainage and Erosion Control Report
JWM&A # 05141
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Downstream Anal
There are no downstream impacts due to all stormwater being detained and
infiltrated on site.
Section 10 -Covenants, Dedications, EasenBents:
Operation and maintenance of the stormwater system will be the responsibility of
the property owners. The facilities will require routine maintenance and a draft
Residential Stormwater Facilities Maintenance Agreement prepared for this
project is located in Appendix D. ~.
Section 11-Articles off Incorporatio®:
All residential subdivisions shall for a Homeowner's Association for the purposes
of assigning responsibility and liability for the operation and maintenance of
stormwater facilities jointly serving lots within the subdivision. Articles of
Incorporation shall be developed for the association and submitted to the
governing body prior to final approval.
Ritter Subdivision
Drainage and Erosion Control Report.
JWM&A # X5141
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PART II. ER®SI®1~1 C®NTR®1L REPORT
Section 1-Sequence:
The following is the construction sequence for construction of the roadways and
swales.
1. Install silt fences where shown on-the improvement plans.
2. Install Construction entrance and catch basin protection.
3. Rough grade roadway areas.
4. Install stormwater collection system and wetpond.
5. Finish grade, topsoil, fertilize, and seed disturbed areas.
6. Mulch landscaped areas if construction is performed between October 15
and April 15.
7. Once disturbed surfaces have developed suitable groundcover, remove
perimeter silt fences.
Section 2 -Trapping Sediment:
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The proposed grading of the site, as well as the construction of the items
below, will mitigate against any major diversion of stormwater runoff by
maintaining natural drainage patterns. The structural components ofthe erosion
control plan will work in combination with temporary and permanent soil
stabilization efforts to minimize the amount of sediment-laden runoff entering
' adjacent properties and the existing on-site wetlands.
Measures Taken to Control Sediment:
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e of all earthwork that
® ilt Fences located down-slo
Filter Fabnc S p
may pose a potential of releasing sediment-laden water to the off-
site.
® Catch basin protection installed to preclude sediment from entering
existing stormwater facilities.
Permanent sediment trapping will be accomplished with sediment traps if
necessary, where vegetation and gallery configuration will cause soil particles to
drop out of solution as the stormwater passes through the area.
All entrances will be paved and. connecting to paved city streets. If a substantial
amount of soil is being. deposited on adjacent streets due to truck traffic, the street
will immediately be cleaned of all debris and further preventative measures will
be taken to ensure the problem ceases, such as establishing a tire wash down area.
Ritter Subdivision
Drainage and Erosion Control Report
JWM&,A # 05141
All of the above features of the Erosion and Sedimentation Control Plan, if
installed and periodically maintained, are expected to minimize the potential for
sediment-laden runoff escaping the site and entering the downstream environment
during and after the construction of the project.
Section 3 - I'erananent Erosioa~ Cont~o-:
The following measures will be taken for soil stabilization to minimize the
1 amount of sediment-laden runoff entering adjacent properties:
Stabilization of cut and fill areas with hydro seeding and, if
necessary, chopped hay mulching (or jute. matting).
Permanent erosion control on this site will be accomplished through the
development of landscaping or grass groundcover on all unpaved disturbed areas.
Section 4 - Geotec-~nica- Itepoa-t:
There are no other incipiently unstable stormwater related conditions within the
1 project site, hence; no other additional soil investigations or analyses are planned.
Section 5 -Inspection:
' The owner or the owner's representative will monitor the construction of
stormwater facilities on the subject site in accordance with the requirements of the
l Drainage Manual. .
The following is the recommended inspection sequence for the construction of
stormwater facilities described above:
1. At completion of rough grading.
2. At completion of paving, fine grading, fertilizing, seeding, and mulching.
3. At completion of the pond.
Section 6 - Contro- off Po--utnaats ®t-aer 'I'-~an Sedianents:
As the subject site development will consist of residential use, it will most likely
not involve the storage or use of non-sediment pollutants on this site. Temporary
pollutant sources, such as cement truck wash-down waste, fuel spillage.during
equipment refueling, and construction waste materials may develop for short
periods during the construction of the parking lots and stormwater facilities.
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Care will be taken to minimize the adverse impacts of these conditions. Activities
such as concrete truck wash-down and equipment refueling will be carried out in
the vicinity of construction, at least 25 feet from the stormwater facilities.
Ritter Subdivision
Drainage and Erosion Control Report
JWM&A # 05141
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Construction material stockpile areas should be limited to the immediate vicinity
of the dwellings being constructed. Bulk petrochemical storage, in the form of
gasoline, fuel, oil, lubricants, and other such hazardous fluids will not be
permitted on this site.
Ritter Subdivision
Drainage and Erosion Control Report .
JWM&A # 05141
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S®il~ Red®rt
,:~ston County, Washington
~,~~I.
:,ht.
-,Most areas are used as hayland and pasture. This
~,..
#~is suited to hay and pasture. The main limitations
`-the seasonal high water table and the moderate
`;`'ilable water capacity. Proper stocking rates, pasture
~tation, and restricted grazing during wet periods help
keep the pasture in good condition and protect the
~~`oil from erosion. Rotation grazing helps to maintain the
f 1r
;,quality of forage. Periodic mowing helps to maintain
~dfwuniform growth, discourages selective grazing, and
+~~~controls weeds. In most years irrigation is needed for
f~~~aximum production. Sprinkler irrigation is the best
~~smethod of applying water. The amount of water applied
;.;;.
;,;should be sufficient to wet the root zone but small
-enough to minimize the leaching of plant nutrients.
A few areas are used as woodland. On the basis of a
100-year site curve, the estimated site index for
Douglas-fir is 144. On the basis of a 50-year site curve,
It is 110. The estimated growth rate of an unmanaged,
even-aged stand of Douglas-fir is 150 cubic feet per
acre per year at 60 years of age.
1 The main limitation affecting the harvesting of timber
is the muddiness caused by seasonal wetness. Use of
wheeled and tracked equipment when the soil is wet
results in ruts and soil compaction. Unsurfaced roads
and skid trails are soft and can be impassable when
wet. Logging roads require suitable surfacing material
' for year-round use. Rounded pebbles and cobbles for
road construction are readily available on this unit. The
seasonal high water table limits the use of equipment to
dry periods. Disturbance of the protective layer of duff
can be minimized by the careful use of wheeled and
tracked equipment.
Seedling establishment is the main concern in the
production of timber. Reforestation can be
accomplished by planting Douglas-fir seedlings. If the
stand includes seed trees, natural reforestation by red
alder occurs periodically in cutover areas. The seasonal
high water table inhibits root respiration and thus results
in some seedling mortality. When openings are made in
the canopy, invading brushy plants can prevent the
establishment of planted Douglas-fir seedlings.
Common forest understory plants are cascade
Oregon-grape, salal, vine maple, western brackenfern,
and Oregon white oak.
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'aed areas make up about 10 percent of the total
.~9e.
~rmeability is moderately rapid in the Spana soil.
;table water capacity is moderate. Effective rooting
,;his 20 to 40 inches. A seasonal high water table is
±:depth of about 12 to 36 inches from November to
Runoff is slow, and the hazard of water erosion is
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This map unit is in capability subclass Illw.
110-Spanaway gravelly sandy loam, 0 to 3
percent slopes. This very deep, somewhat excessively
drained soil is on terraces. It formed in glacial outwash
and volcanic ash, The native vegetation is mainly
grasses, ferns, and a few conifers. Elevation is 100 to
400 feet. The average annual precipitation is 45 to 55
inches, the average annual air temperature is about 51
degrees F, and the average frost-free period is 150 to
200 days.
Typically, the surface layer is black gravelly sandy
loam about 15 inches thick. The subsoil is dark
yellowish brown very gravelly loam about 5 inches thick.
The substratum to a depth of 60 inches or more is dark
yellowish brown extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains; Everett, Indianola, and Nisqually soils
on outwash terraces; and Spana soils in depressions.
Also included are small areas of Spanaway soils that
have a stony sandy loam surface layer and small areas
of Spanaway gravelly sandy loam that have slopes of 3
to 15 percent. Included areas make up about 20
percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayland, pasture, or
cropland, as a site for homes, or as a source of gravel.
It is also used as woodland.
The main limitation affecting hay and pasture is the
low available water capacity. Proper grazing practices,
weed control, and fertilizer are needed to ensure
maximum quality of forage. Rotation grazing helps to
maintain the quality of forage. Periodic mowing helps to
maintain uniform growth, discourages selective grazing,
and controls weeds. Animal manure can be applied
periodically during the growing season. Areas that
receive heavy applications should be harrowed at least
once a year. In summer, irrigation is needed for
maximum production of most forage crops. Sprinkler
irrigation is the best method of applying water. The
amount of water applied should be sufficient to wet the
root zone but small enough to minimize the leaching of
plant nutrients.
This unit is suited to crops. Wheat, oats,
strawberries, raspberries, blackberries, and sweet corn
are commonly grown. The main limitation is the low
available water capacity. In summer, irrigation is
needed for maximum production of most crops.
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Sprinklers can be used, but a slow application rate is
needed to minimize runoff. The amount of water applied
should be sufficient to wet the root zone but small
enough to minimize the leaching of plant nutrients. The
application rate should be adjusted to the available
water capacity, the water intake rate, and the needs of
the crop. Animal manure can be applied periodically
during the growing season. Areas that receive heavy
applications should be harrowed at least once a year.
This unit is well suited to homesites. Pebbles and
cobbles should be removed, particularly in areas used
for lawns. In summer, irrigation is needed for lawn
grasses, shrubs, vines, shade trees, and ornamental
trees. Mulch, fertilizer, and irrigation are needed to
establish lawn grasses and other small-seeded plants.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity. If the density of
housing is moderate or high, community sewage
systems are needed to prevent the contamination of
water supplies caused by seepage from onsite sewage
disposal systems. Cutbanks are not stable and are
subject to sloughing.
Douglas-fir is the main woodland species on this unit.
Among the trees of limited extent are Oregon white oak,
lodgepole pine, and red alder. Douglas-fir and Scotch
pine are grown on Christmas tree plantations. On the
basis of a 100-year site curve, the mean site index for
Douglas-fir is 140, On the basis of a 50-year site curve,
it is 108. The highest average growth rate of an
unmanaged, even-aged stand of Douglas-fir is 145
cubic feet per acre per year at 65 years of age.
This soil is suited to year-round logging. Unsurfaced
roads and skid trails are slippery when wet. Logging
roads require suitable surfacing material for year-round
use. Rounded pebbles and cobbles for road
construction are readily available on this unit.
Disturbance of the protective layer of duff can be
minimized by the careful use of wheeled and tracked
equipment.
Seedling establishment and seedling mortality are the
main concerns in the production of timber. Reforestation
can be accomplished by planting Douglas-fir seedlings.
If the stand includes seed trees, natural reforestation by
Douglas-fir, Oregon white oak, and lodgepole pine
occurs periodically in cutover areas. Droughtiness in the
surface layer reduces the seedling survival rate. When
openings are made in the canopy, invading brushy
plants can delay the establishment of planted Douglas-
fir seedlings.
Common forest understory plants are cascade
Oregon-grape, salal, western brackenfern, western
swordfern, Indian plum, and Scotch-broom.
Soil Surrey
This map unit is in capability. subclass IVs.
111-Spanaway gravelly sandy loam, 3 to 15
percent slopes. This very deep, somewhat excessively
drained soil is on terraces.. It formed in glacial outwash
and volcanic ash. The native vegetation is mainly
grasses, ferns, and a few conifers. Elevation is 100 to
400 feet. The average annual precipitation is 45 to 55
inches, the average annual air temperature is about 51
degrees F, and the average frost-free period is 150 to
200 days.
Typically, the surface layer is black gravelly sandy
loam about 15'inches thick: The subsoil is. dark
yellowish brown very gravelly sandy loam about 5
inches thick. The substratum to a depth of 60 inches or
more is dark yellowish brown extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains and Everett, Indianola, and Nisqually
soils on terraces. Also included are small areas of
Spanaway soils that have a stony sandy loam surface
layer and small areas of Spanaway gravelly sandy loam
that have slopes of 0 to 3 percent. Included areas make
up about 20 percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayland or pasture, as a
site for homes, or as a source of gravel. It is also used
as woodland.
The main limitation affecting hay and pasture is the
low available water capacity during the growing season.
Proper grazing practices, weed control, and fertilizer are
needed to ensure maximum quality of forage. Rotation
grazing helps to maintain the quality of forage. Periodic
mowing helps to maintain uniform growth, discourages
selective grazing, and controls weeds. Animal manure
can be applied periodically during the growing season.
Areas that receive heavy applications should be
harrowed at feast once a year. In summer, irrigation is
needed for maximum production of most forage crops.
Sprinkler irrigation is the best method of applying water.
The amount:of water applied should be sufficient to wet
the root zone but small enough to minimize the leaching
of plant nutrients.
This unit is suited to homesites. The main limitation
is the slope. Cutbanks are not stable and are subject to
sloughing. A plant cover can be established and
maintained through proper.fertilizing, seeding, mulching,
and shaping of the slopes. Pebbles and cobbles should
be removed, particularly in areas used for lawns. In
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Thurston County, Washington
summer, irrigation is needed for lawn grasses, shrubs,
vines, shade trees, and ornamental trees. Mulch,
fertilizer, and irrigation are needed to establish lawn
grasses and other small-seeded plants. Topsoil can be
stockpiled and"used to reclaim areas disturbed during
construction.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity in the substratum. If the
density of housing is moderate or high, community
sewage systems are needed to prevent the
contamination of water supplies caused by seepage
from onsite sewage disposal systems. The slope
hinders the installation of the absorption fields.
Absorption lines should be installed on the contour.
Douglas-fir is the main woodland species on this unit.
Among the trees of limited extent are Oregon white oak,
lodgepole pine, and red alder. Douglas-fir and Scotch
pine are grown on Christmas tree plantations. On the
basis of a 100-year site curve, the mean site index for
Douglas-fir is 140. On the basis of a 50-year site curve,
it is 108. The highest average growth rate of an
unmanaged, even-aged stand of Douglas-fir is 145
cubic feet per acre per year at 65 years of age.
This soil is suited to year-round logging. Unsurtaced
roads and skid trails are slippery when wet. Logging
roads require suitable surfacing material for year-round
use. Rounded pebbles and cobbles for road
construction are readily available on this unit.
Disturbance of the protective layer of duff can be
minimized by the careful use of wheeled and tracked
equipment.
Seedling establishment and seedling mortality are the
main concerns in, the production of timber. Reforestation
can be accomplished by planting Douglas-fir seedlings.
If the stand includes seed trees, natural reforestation of
cutover areas by Oregon white oak and lodgepole pine
occurs infrequently. Droughtiness in the surface layer
reduces the seedling survival rate. When openings are
made in the canopy, invading brushy plants. can delay
the establishment of planted Douglas-fir seedlings.
Common forest understory plants are cascade
Oregon-grape, salal, western brackenfern, western
swordfern, Indian plum, and Scotch-broom.
This map unit is in capability subclass IVs.
112-Spanaway stony sandy loam, 0 fo 3 percent
slopes. This very deep, somewhat excessively drained
soil is on terraces. It formed in glacial outwash and
volcanic ash. The native vegetation 'is mainly grasses,
ferns, and a few conifers. Elevation is 200 to 400 feet.
The average annual precipitation is 40 to b0 inches, the
average annual air temperature is, about 51 degrees F,
91
and the average frost-free_ period is 150 to 200 days.
.Typically, the surface layer is black stony sandy loam
about 16 inches thick. The subsoil is very dark brown
gravelly sandy loam about 6 inches thick. The
substratum to a depth of 60 inches or more is grayish
brown extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains, Baldhill soils on terminal moraines,
and Everett, Indianola, and Nisqually soils on terraces.
Also included are small areas of Spanaway soils that
have a gravelly sandy loam surface layer and small
areas of Spanaway stony sandy loam that have slopes
of 3 to 15 percent. Included areas make up about 15
percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth .
is 60 inches or more. Runoff. is slow, and the hazard of
water erosion is slight.
This unit is used mainly for hayland, pasture, or
homesites. The main limitations affecting hay and
pasture are the low available water capacity and the
stones on the surface. Proper grazing practices, weed
control, and fertilizer are needed to ensure maximum
quality of forage. Rotation grazing helps to maintain the
quality of the forage. Because of the surface stones,
spreading animal manure, mowing, and seeding are
difficult. In summer, irrigation is needed for maximum
production of most forage crops. Spririkler irrigation is
the best method of applying water. The amount of water
applied should be sufficient to wet the root zone but
small enough to minimize the leaching of plant
nutrients.
This unit is well suited to homesites. Pebbles,
cobbles, and stones should be removed, particularly in
areas used for lawns: In summer, irrigation is needed
for .lawn grasses, shrubs, vines, shade trees, and
ornamental trees. Mulch, fertilizer, and irrigation are
needed to establish lawn grasses and other small-
seeded plants. Cutbanks are not stable and are subject
to sloughing. `
The main limitation affecting septic tank absorption
fields is a poor filtering capacity in the substratum. If the
density of housing is moderate or high, community
sewage systems are needed to prevent the
contamination 'of water supplies caused by seepage
from onsite sewage disposal systems.
This map unit is in capability subclass IVs.
113-Spanaway stony sandy loam, 3. to 15 percent
slopes. This very deep, somewhat excessively drained
soil is on terraces. It formed in glacial outwash and
~ s,
1
volcanic ash. The native vegetation is mainly grasses,
ferns, and a few conifers. Elevation is 200 to 400 feet.
The average annual precipitation is 40 to 50 inches, the
average annual air temperature is about 51 degrees F,
and the average frost-free period is 150 to 200 days.
Typically, the surface layer is black stony sandy loam
about 16 inches thick. The subsoil is very dark brown
gravelly sandy loam about 6 inches thick. The
substratum to a depth of 60 inches or more is grayish
brown extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains, Everett, Indianola, and Nisqually soils
on terraces, and Baldhill soils on terminal moraines.
Also included are small areas of Spanaway soils that
have a gravelly sandy loam surface layer and small
areas of Spanaway stony sandy loam that have slopes
of 0 to 3 percent. Included areas make up about 15
percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly for hayland, pasture, or
homesites. The main limitations affecting hay and
pasture are the low available water capacity and the
stones on the surface. Proper grazing practices, weed
control, and fertilizer are needed to ensure maximum
quality of forage. Rotation grazing helps. to maintain the
quality of the forage.. Because of the surface stones,
spreading animal manure, mowing, and seeding are
difficult. In summer, irrigation is needed for maximum
.production of most forage crops. Sprinkler irrigation is
the best method of applying water. The amount of water
applied should be sufficient to wet the root zone but
small enough to minimize the leaching of plant
nutrierits.
This unit is well suited to. homesites. The main
limitation is the slope. Cutbanks are not stable and are
subject to sloughing. A plant cover can be established
and maintained through proper fertilizing, seeding,
mulching, and. shaping of the slopes. Pebbles, cobbles,
and stones should be removed, particularly in areas
used for lawns. In summer, irrigation is needed for lawn
grasses, shrubs, vines, shade trees, and ornamental
trees. Mulch, fertilizer, and irrigation are needed to
establish lawn grasses and other small-seeded plants.
Topsoil can be stockpiled and used to reclaim areas
disturbed during construction.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity in the substratum. If the
density of housing is moderate or high, community
SoiF Survey
sewage systems are needed to prevent the
contamination of water supplies caused by seepage
from onsite sewage disposal systems. The slope
hinders the installation of the absorption fields.
Absorption lines should be installed on the contour.
This map,unit is in capability subclass IVs.
114-Spanaway-Nisqually complex, Z 40 10 perce
slopes. This map unit is on mounds and in areas
between mounds. The mounds are circular or elliptical
and they are 3 to 5 feet high in the center (fig. 3). The
native vegetation is mainly grasses and ferns. Elevatic
is 100 to 250 feet. The average annual precipitation is
45 to 55 inches, the average annual air temperature i;
about 51 degrees F, and the average frost-free period
150 to' 200 days.
This unit is 60 percent Spanaway gravelly sandy
loam, which has a slope of 2 to 5 percent, and 30
percent Nisqually loamy fine sand, which has a slope
2 to 10 percent. The components of this unit are so
intricately intermingled that it was not practical to map
them separately at the scale used.
The Spanaway soil is very. deep and somewhat
excessively drained. It formed in gravelly glacial
outwash and volcanic ash. Typically, the surface layer
is black gravelly ,sandy loam about 15 inches thick. Tf•
subsoil is dark yellowish brown very gravelly sandy
loam about 5 inches thick. The substratum to a depth
60 inches or more is dark yellowish brown extremely
gravelly sand.
Permeability is moderately rapid in the subsoil of th
Spanaway soil and very rapid in the substratum:
Available water capacity is low. Effective rooting deptF
is 60 inches or more. Runoff is slow, and the hazard c
water erosion is slight.
The Nisqually soil is deep and somewhat excessivE
drained. It formed in sandy glacial outwash. Typically,
the upper part of the surface layer is black and very.
dark gray loamy fine sand about 18 inches thick, and
the .lower part is very dark grayish brown loamy fine
sand about 13 inches thick. The substratum to a deptl
of 60 inches or more is light olive brown loamy sand.
Permeability is moderately rapid in. the surface laye
of the Nisqually soil and very rapid in the substratum.
Available water capacity is moderate. Effective rooting
depth is '60 inches or more. Runoff is slow, and the
hazard. of water erosion is slight. .
Included in this unit are small areas of Everett and
Indianola soils on terraces. Included areas make up
about 10 percent of the total acreage.
This unit is used for hayland, pasture, or homesites
In the areas used for hay and pasture, the main
ii
i~
rston County, Washington
~: structure; slightly hard, very friable, slightly sticky
?` and slightly plastic; weakly smeary; many fine roots;
t;;;;
-~;~- very porous; 10 percent concretions; thin patchy
clay films on faces of peds and in pores; medium
~;;< acid; cleai wavy boundary.
u~~2,gtg-15 to 18 inches; grayish brown (2.5Y 5/2) silty
clay loam, light gray (2.5Y 7/2) dry; many medium
faint dark yellowish brown (10YR 4/4) mottles;
strong fine angular blocky structure; hard, friable,
sticky and' plastic; common fine roots; common
medium and fine tubular pores and fine interstitial
pores; thin continuous clay films on faces of peds
and in pores; medium acid; clear wavy boundary.
2Cg1-18 to 28 inches; greenish gray (5GY 6~/1) silty
clay, pale yellow (5Y 7/3) dry; common medium
distinct strong brown (7.5YR 5/8) mottles; moderate
fine prismatic structure parting to moderate thin
platy; hard, firm, very sticky and very plastic; few
fine roots;. common fine tubular pores and many
medium interstitial pores; medium continuous clay
films on peds and in pores; medium acid; gradual
wavy boundary. '
2Cg2-28 to 60 inches; greenish gray (5GY 6/1) clay,
light gray (5Y 7/1) dry; common medium distinct
strong brown (7.5YR 5/8) mottles; massive; thin
platy laminations; hard, very firm, very sticky and
very plastic; common medium interstitial pores;
medium acid.
The thickness of the solum ranges from 14 to 24
inches. The content of rock fragments in the control
section ranges from 0 to 10 percent.
The A horizon has hue of 7.5YR or 10YR, value of 2
or 3 when moist and 4 to 6 when dry, and chroma of 2
or 3 when moist and diy. It is medium acid or slightly
acid. The Bt horizon has hue of 10YR or 2.5Y, value. of
4 or 5 when moist and 6 or 7 when dry, and chroma of '
3 or 4 when moist or dry. It is silt loam or silty clay loam
in which the content of clay ranges from 12 to 30
percent. It is medium acid or strongly acid. The 2C
horizon has hue of 2.5Y, 5Y, 5G, or 5GY, value of 4 to
6 when moist and 7 or 8 when dry, chroma of 1 to 3
when moist or dry.. It is silty clay or clay in which the
content of clay ranges from 40 to 60 percent. This
horizon is slightly acid or medium acid,
Spana Series
The Spana series consists of very deep, somewhat
poorly drained soils in drainageways on outwash plains.
These soils formed in glacial outwash. Slope is 0 to 3
percent. Elevation is 100 to 500 feet. The average
157
annual precipitation is 35 to 45 inches, the average
annual air temperature is about 51 degrees F, and the
average frost-free season is 150 to 200 days.
These soils are loamy-skeletal, mixed, mesic Pachic
Xerumbrepts.
Typical pedon of Spana gravelly loam, 4 miles
southeast of Lacey; about 2,300 feet west and 400 feet
north of the southeast corner of sec. 25, T. 18 N., R. 1
W.
A-0 to 22 inches; black (10YR 2/1) gravelly loam, very
dark grayish brown (10YR 3/2) dry; moderate very
fine and fine granular structure; soft; very friable,
slightly sticky and slightly plastic; many very fine
and fine roots; 20 percent pebbles; medium acid;
gradual wavy boundary..
Bw1-22 to 26 inches; very dark grayish brown (10YR
3/2) gravelly loam, grayish brown (10YR 5/2) dry;
moderate fine and medium subangular. blocky
structure; soft, friable, slightly sticky-and slightly
plastic; common very fine and fine roots; 35 .percent
pebbles; medium acid; abrupt wavy boundary.
Bw2-26 to 38 inches; brown (10YR 5/3) very gravelly
loam, pale brown (10YR 6/3) dry; weak coarse
subangular blocky structure; soft, very friable,
slightly sticky and slightly plastic; few fine roots; 45
percent pebbles; medium acid; abrupt wavy
boundary.
2C1-38 to 39 inches; dark yellowish brown (1'OYR 4/4)
extremely gravelly sandy loam, very pale brown
(10YR 7/4) dry; massive; hard, firm, rionsticky and
nonplastic; 65 percent pebbles;. medium acid; abrupt
smooth boundary.
2C2-39 to 60 inches; dark brown (10YR 4/3f extremely
gravelly sandy loam, -pale brown (10YR G/3) dry;
single grained; loose; 80 percent pebbles and 10
percent cobbles; strongly acid.
The thickness of the solum ranges from 24 to 38
inches. The particle-size control section ranges from 35
to 50 percent coarse fragments and from 5 to 18
percent clay. The umbric epipedon is 20 to 30 inches
thick.
The A horizon has value of 2 to 4 when dry and
chroma of 1 or 2 when moist or dry., The Bw horizon
has value of 3 to 5 when moist. It is 5 to 15 percent
clay and 20 to 45 percent coarse fragments. It has faint
or distinct, yellowish brown or strong brown mottles in
some areas. The 2C horizon is extremely gravelly
sandy loam, extremely gravelly loamy sand, or very
gravelly sandy loam.
158
ii
Spanaway Series
The Spanaway series consists of very deep,
somewhat excessively drained soils on terraces. These
soils formed in glacial outwash and volcanic ash. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is 40 to 55 inches, the
average annual air temperature is about 51 degrees F,
and the average frost-free season is 150 to 200 days.
These soils are sandy-skeletal, mixed, mesic Andic
Xerumbrepts.
Typical pedon of Spanaway gravelly sandy loam, 0 to
3 percent slopes, 4 miles southeast of Lacey; about 250
feet west and 400 feet south of the northeast corner of
sec. 25, T. 36 N.. R. 1 W.
A-O to 15 inches; black (10YR 2/1 ). gravelly sandy
loam, very dark grayish brown (10YR 3/2) dry; weak
fine granular structure; loose,. very friable, nonsticky
and nonelastic; many fine, medium, and coarse
roots; 25 percent pebbles; strongly acid; clear
smooth boundary.
Bw-15 to 20 inches; dark yellowish brown (10YR 3/4)
very gravelly sandy loam, light olive brown (2.5Y
5/4) dry; weak fine subangular blocky structure;
loose, very friable, nonsticky and nonelastic; many
fine, medium, and coarse roots; 55 percent pebbles;
medium acid; clear smooth boundary.
C-20 to 60 inches; dark yellowish brown (10YR 4/4)
extremely gravelly sand, yellowish brown (10YR
5/4) dry; single grained; loose; few fine roots; 80
percent pebbles, 10 percent cobbles; slightly acid.
The thickness of the solum ranges from 15 to 25
inches. The content of coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
average texture of this section is very gravelly sand or
extremely gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue of 10YR or 7.5YR, value of 3
or 4 when dry, and chroma of 1 or 2 when moist or dry.
It is medium acid or strongly acid. The Bw horizon has
value of 4 or 5 when dry and 3 or 4 when moist. It is .
very gravelly sandy loam, very gravelly loam, or
extremely gravelly sandy loam. The C horizon has hue
of 10YR. or 2,5Y, value of 5 or 6 when dry and 4 or 5
when moist, and chroma of 3 or 4 when dry or moist. It
is extremely gravelly sand or extremely gravelly loamy
sand and is slightly acid or neutral.
Sultan Series
The Sultan series consists of very deep, moderately
Soil Survey
well drained soils on flood plains. These soils formed
alluvium. Slope is 0 to 3 percent. Elevation is 20 to 75
feet. The average annual precipitation is 40 to 50
inches, the average annual air temperature is about 5i
degrees F, and the average frost-free season is 150 t~
200.days.
These soils are fine-silty, mixed, nonacid, mesic
Aquic Xerofluvents.
Typical pedon of Sultan silt loam, 7 miles. east of
Lacey; about 1,000 feet east and 1,975 feet north of tt
southwest corner of sec. 16, T. 18 N., R. 1 E.
Ap-0 to 7 inches; dark yellowish brown (10YR 3/4) si
loam, brown (10YR 5/3) dry; moderate fine and
medium granular structure; slightly hard, very
friable, slightly sticky and slightly plastic; many finE
medium, and coarse roots; many very fine and finE
tubular pores; slightly acid; abrupt smooth
boundary. .
BA-7 to 20 ihches; dark yellowish brown (10YR 4/4)
silt loam, brown (10YR 5/3) dry; moderate fine and
medium subangular blocky structure; slightly hard,
very friable, slightly sticky and slightly plastic; morn
very fine, fine, and medium roots; many very fine
and fine tubular pores; slightly acid; clear wavy
boundary.
Bwi-20 to 25 inches; dark brown (10YR 3/3) silt loam
grayish brown (2.5Y 5/2) dry; common fine
prominent red (2.5YR 5/8) mottles; moderate fine
and medium subangular blocky structure; slightly
hard, very friable, slightly sticky and slightly plastic;
common fiine and medium roots; common very fine
and fine tubular pores; slightly acid; .gradual wavy
boundary.
Bw2-25 to 45 inches; dark brown (10YR. 4/3) silt loam
° light brownish gray (10YR 6/2) dry; common
medium prominent red (2.5YR 5/8) mottles;
moderate medium and coarse subangular blocky
structure; slightly hard, very friable, slightly sticky '
and slightly plastic; few very fine and fine roots; few
very fine and fine tubular pores; slightly acid;
gradual -wavy boundary.
C-45 to 60 inches; grayish brown (10YR 5/2) silt loam,
light gray (10YR 7/2) dry; common medium
prominent dark. brown (7.5YR 4/4) mottles; massive;
slightly hard, very friable, slightly sticky and slightly
plastic;, slightly acid.
The soils are slightly acid or neutral in the control
section and range from slightly acid to strongly acid
below a depth of 40 inches, Mottles that have chroma
of 3 or more are at a depth of more than 20 inches.
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SOIL SURVEY OF THURSTON COUNTY, WASHINGTON -SHEET NUMBER 25
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JeroFne W. illlorriss~ffe i£ Assoaates Inc_, ?.S.
i7D0.Gdopsr PoirrtRoad $1IV;:#B-2, Olympia; WA 9,8502-11 i0
j360)352~9456 / FAX. (360)352-9990
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1700 •GooPer Poirrt Road SHV;:#B-2,, Olym~ia;1NA 98502-11 ~ 0
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JeroFne W."Nlurriss~tte & AssociaEes Inc., ?..5:
i7D0.Gooper Point P.oad SVV;-#B-2, Olympia;lNA 98502-1110
' , j360)~52=9456 / FAX (360)352=9990
Civi6 !Municipal ! Geot°chnical Engineering and Plaririing.
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\ "' -/ '~ ONITORING WELL #2
SOIL LOG
G I 1 _~ / I ® PERK TEST LOCATION #2
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S L LOG "'°" , ~ ~ I --:.`°'
PE TEST L ATI ~ /
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_ Yelm Trum
eACivll• Municipal Geotechnical Engineering and P Perk Test Hole and
Ritter
Jerome W. Morrissette & Associates I Monitorin Well Locatil
1700 Cooper Pt. Road S.W. ~B-2, OlKnpia, Wa. 98502-1110 Ph J80.J52.9456 05141-Perk Test locatlona - g~ 1
1
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alc~~at~®n~ and yd~°al~c An~lys~s
Ri~'"TER SUS®IVISi~N
®iNA(~E ®ESIGN CALCULATi®NS
SCS Mapping Soil Type - Spanaway Gravelly Sandy Loam 0-3 and 3-15 % Slopes, Type B
DDECM, Table D.2 -Wood or Forest Young 2nd GrowthBrush
DDECM Appendix I, Curve Number for Type BSoil - 72 - 3.12 inches of Runoff
DDECM Appendix I, Curve Number for Impervious - 98 - 5.91 Inches of Runoff
The existing site area is 3.75 Acres
Existing Impervious House; Garage, Gravel Road on and off site 11,242 SF = 0.26 Acres
Existing Undeveloped Pervious Area 141,530 SF = 3.25 Acres
Total 152,772. SF 3.51 Acres
` Existing Percent Impervious ~ 7.36
POST' - I9E~I.OPEID
DDECM, Table D.2 -Residential - b5% impervious
DDECM, Curve Number for Type BSoil - 90- 4.99inches of runoff
DDECM, Curve Number for Impervious - 98 - 5.91 In of Runoff
The developed site area is 3.75 Acres, off site area tributary to the project is 0.23 Ac
Impervious Area -Street and Sidewalk 60,012 SF = 1.38 Acres
Pervious Area Tributary to Pond 58,938 SF = 1.35 Acres
. Total 118,950 SF = 2.73 Acres
Pervious Area Not Tributary to Pond 34,099 .SF = 0.78 Acres
Total 153,049 SF = 3.51 Acres
Overall Proposed Site Percent Impervious 39.21
Proposed I)esturbed Areas
Zoate l -Proposed II9isteerlned Innpervaous Areas 6,964 SF 0.16 . Acres
Street and Sidewalk on and off site Impervious Area Tributary to Pond 6,964 SF = 0.16 Acres
Zone 4 -Proposed Pervioa~s Areas
Pervious Area 14,196 SF = 0.33 Acres
Pervious Area Tributary to Pond 14,196 SF = 0.33 Acres
Total Disturbed Area Tributary to Pond 21,160. SF' = 0.49 Acres
Proposed Percent Impervious = 0.24/0.49 = 329
` Area Not Tributary to Pond (Houses on drywells, Lot 10 except driveway, SW corner
of Lot 9 and part of the open space tract; these areas will he lawns and landscaped by
the property owners, most if not all stormwater will infiltrate) 7,017 SF = 0.16 Acres
Total Area in Zone 1 28,177 SF = 0.65 Acres
1
Zone 2 -Proposed Disturbed Duapervious Areas
Street and Sidewalk on and off site 8,772 SF = 0.20 Acres
Impervious Area Tributary to Pond 8,772 SF = 0.20 Acres
Zone 2 -Prop®sed Pervious Areas
Pervious 3,924 _ SF = 0.09 Acres
Pervious Area Tributary to Pond 3,924 SF = 0.09 Acres
Total Disturbed Area Tributary to~Pond 12,696. SF = 0.29 Acres
Proposed Percent Impervious = 0.09/0.20 = 69.1
Area Not Tributary to Pond (Houses on drywetls, NW half of Lot 6, NW half of Lot 5,
NW half of Lot 4 and NW quarter of Lot 3; these areas will be lawns and landscaped by
the property owners, most if not all stormwater will infiltrate) 7,012 SF = 0.16 Acres
Total Area in Zone 2 19,708 SF = 0.45 Acres
Zone 3 -Proposed (Disturbed ~uepervious Areas
Street and Sidewalk on and off site 7,209 SF = 0.17 Acres
Impervious Area Tributary to Pond 7,209 SF = 0.17 Acres
2
Zone 3 -Proposed Pervious Areas
Pervious 1,189 SF = 0.03 Acres
Pervious Area Tributary to Pond 1,189 SF = .0.03 Acres
Total Disturbed Area Tributary to Pond 8,398 SF = 0.19 Acres
Proposed Percent Impervious = 0.17/0.19 = 85.8
Area Not Tributary to Pond (Houses on drywells, NW corner of lot 11 and part of open
space) 3,547 SF = 0.08 Acres
Total Area in Zone 3 11,945 SF = 0.27 Acres
Zone 4 -Proposed IDisttdrbed Immpervious Areas
Street and Sidewalk on and off site 10,672 SF = 0.24 Acres
Impervious Area Tributary to Pond 10,672 SF = 0.24 Acres
Zone 4 -Proposed Pervious Areas
Pervious 3,717 SF = 0.09 Acres
Pervious Area Tributary to Pond 3,717 SF = 0.09 Acres
Total Disturbed Area Tributary to Pond 14,389 SF: = 0.33 Acres
Proposed Percent Impervious = 0.24/0.33 = 74.2
Area Not Tributary to Pond (Houses on drywells, NW half of Lot 1; NW half of Lot 2
and NW quarter of Lot 3; these areas will be lawns and landscaped by the property
owners, most if not all stormwater will infiltrate) 6,347 SF - 0.15 Acres
Total Area in. Zone 4 20,736 SF = 0.48 Acres
Zone 5 -Proposed Disturbed Impervious Areas
Street and Sidewalk on and off site, and pond 26,395 SF = 0.61 Acres
Impervious Area Tributary to Pond 26,395 SF = 0.61 Acres
3
®IN~-GE ®E~IG~1 CALCU~°CI®~BS
Zoue.S -Proposed Pervious Areas 35,912 SF = 0.82 Acres
Pervious Pervious Area Tributary to Pond 35,912 SF = 0.82 Acres
Total Disturbed Area Tributary to Pond 62,307 SF = 1.43 Acres
Proposed Percent Impervious = 0.6111.43 = 42.4
Area Not Tributary to Pond (Houses on drywells, Lot 11 except driveway, SW corner
of Lot 15, SW corner of Lots 17 & 18 and part of the open space tract; these areas will
be lawns and landscaped by the property owners; most if not all stormwater will .
infiltrate) 10,176 SF = 0.23 Acres
.Total Area in Zone 5 72,483 SF = 1.6b Acres
Site Areas
Total Area within Zones 153,049 SF = 3.51 Acres
Area within Zones Not Tributary to Pond 34,099 SF = 0.78 Acres
Area within Zones Tributary to Pond 118,950 SF = 2.73 Acres
Impervious Area within Zones Tributary to Pond 60,012 SF 1.38 Acres
Pervious Area within Zones Tributary to Pond 58,938 SF = 1.35 Acres
Tributary Area to Pond 118,950 SF = 2.73 Acres
INFILTIiATI®N GAI.I.EIZ~' SIZING
Per HYDRA (pg 2 of the 100 yr report file) the runoff volume _ .9778 cf
Use a 510 LF of 4' Diameter Perforated Aluminized Steel Pipes, Volume in Pipes = 6406 sf
Trench Volume Required Outside of Pipes = 3372 cf.
Drywell size 6' deep, 3132 sf = 18792 sf
510 LF of 4' Diameter Perforated Pipes, Area = 6406 sf
Drywell Volume outside pipes = 12386 cf
Drywell volume outside of pipe x 30% voids = 3716 cf
Total volume provided = 10122 cf > 9778 cf ®K
Bottom azea = 78' x 36'= 3132 sf
Using i 0 in/hr, over a 3060 sf Bottom, Infiltration Rate = 0.73 cfs
4
~~rr~~ sup®Q~~~~®~
®~~~~~ ®~so~r~ c~~cu~~°r~®~s
~VA'TEI2 QIJAI,TTY VVETI'®1VVD SIZING 6 Month, 24 Hour storm 2.80 inches
Total Impervious Area = 58,938 sf = 1.35 Acres .
Volume = (Storm Inches x 0.98 x Imp Area)/12 in/ft =
Volume = (1.79 x 0.98 x 58938 sf} = 0.309 Ac/ft = 13,477 cf
Per HYDRA (Pg 2 of the 6-month report file) the 6-Month runoff volume = ~ 10,243 cf
Volume provided = 0.236 Ac/ft = 10,300 cf
CI~CIC TAE INl<'ILTItATI®l~T GAI.I..ER~' DI2AITotS TAE 10 YEAR EVENT IN 1 DAY ANI) TAE
100 YEAR EVENT IN 2 IDAYS.
Hrs to Drain the 100 yr volume in the Inf Gallery = (VoUArea)*(Inf Rate) _ (10122cf/3132sf)(1/10in/hr)(12in/ft) = 3.9 hrs
The volume provided in the stormwater gallery drains within 3.9 hours, therefore the gallery will
drain the 100 year storm event within the required 2 days.
Vol Infiltrated in 24 Hrs = (Bottom Area}~(Inf Rate)*24hrs = (3132sf)(l0in/hrxlft/12inx24hrs) = 62,640 cf in 24 hrs
The stormwater pond will drain 62,960 cf within 24 hours, which is greater than the.10 year storm event volume of 3,953 of (see 10 year
output file page 2) and the 100 year event volume of 9778 cf (see 100 year output file page 2), therefore the pond will drain the 10 year
storm event within the required one day and the 100 year storm event within the required two days.
'TEMP®ItARY SEDIA~IVT POI+T)D SIZING
Total Pervious Area Tributary to Sediment Pond = 118,950 sf = 2.73 Acres
TEMP®ItA1tY S~VALE SIZING
Zone Depth of flow 2 yr .Page location of the depth
storm event in HYDRA Temporary
Sediment Output Data Piles
2.80 inches
214 cf
2214 sf
3391 sf
. 5605 cf > 214cf ®I~
0.5125 cfs
Depth Provided Velocity Page location of the velocity
in HYDRA Data Files
Zone 1 0.057 ft ~ 4 1 ft 1.23 ftls 4
Zone 2 0.050 ft 5 l ft 0.78 ft/s 5
Zone 3 0.140 ft 7 I ft 0.83 ft/s 7
Zone 4 0.077 ft 8 l ft 0.54 ft/s 8
Zone 5 0.240 ft 10 1 ft 1.15 ft/s 10
2 Year, 24 Hour storm
Per HYDRA (pg 2 of the Temporary Sediment report file) the runoff volume =
Bottom Area
Top Area
Volume Area Provided
Using i0 in/hr, over a 2214 sf Bottom, Infiltration Rate =
5
r ~ ~ s r ~r ~ ~^rf ~ r s~ _ ~ r ® ~ ®: sr
~i~~~~ sup®~v~~~®~
®~RF~,®w c~c>K
Q36"Dios - R1 = ®_41®9 PilC_ S .(1_(1(1_$ (1 ~nav41~ ff~nrre e~nnrd :o,.r®r4 :n '24~ P. IFe~ e~esilaa.. 6....~.~ ....e ~~se w ~~ me e n nn~s~
Q-
1.43
n
A- - - -
lZ
R^(2/3)
S -.
S
R
V
in ftA2 cfs ft/s
36 1.49 0.009 7.065 0.750 0.825 0.0030 0.055 52.88 0.03
~+[ - ~ I .~F:7/fl), X A X K"(L/3) X (~)"(l/L) = 3.45 CiS
Q = (1.4910.009) x 0.7.065 x 0.825 x0.055 = 52.88 Cfs
Area Contour 344.5 5213 sf
Area Contour 345 4660 sf
Volume above top of pond 2468 cf
prior to flowing off site.
((5213+4660)/2}*O.Sft =
Flow into pond from 100 year storm event is 5.25 cfs (See HYDRA 100 Year Report File page 2}, flow through pond outfall pipe to galley is 52.88
cfs. Additional storage provide above top of pond elevation 344.5 and elevation 345 is 2468 cf. 'Therefore the overtiow provide is design to
handle greater than the 100 year 24 hoear storm event..
6
r r . rr r e~^~ r ~ r . ~ ~ r - r ® ® u~
~a~E~ sup®~visOON
ZONE INFOR~UTATI®N
Pre Develo ment Conditions - Onsite
ZONE AREA (sf) AREA IIVIPERV 1~IPERV PERCENT ZONE ZONE ZONE .ZONE RIM OUTLET OUTLET OUTLET OUTLET Time of
{Ac.) AREA (sf) AREA IIVHPERV. FLOW SLOPE CATCH EL. UP EL./ZONE PIPE PIPE PIPE .PIPE Conc.
(Ac.) DIST. BASIN EL. DOWN INVERT INVERT SIZE (in.) LEIVGTI3 (min
(ft) NUMBER UP DOWN (ft.)
1 163,226 3.75 11,242 0.258 6.89% 250 1.0% N/A 162 162 160 159 12 175 2.64
Post Develo meet Conditions - Onsite and Offsite Tri
- buta to Sate
ZONE
- AREA (sfj
mouses on
Drywetls AREA
(Ac.) IIVIPERV
AREA (sf) l1VIPERV
AREA
(Ac:) PERCENT
IIVIPERV. ZONE
FLOW
DIST.
(ft) ZONE
SLOPE ZONE
CATCI=I
BASIN
NUAiIBER ZONE
EL. UP RIlki EL.
DOWN OUTLET
PIPE
INVERT
UP OUTLET
PIPE
INVERT
DOWN OUTLET
PIPE
SIZE (in.) OUTLET
PIPE
LENGTH
(ft.) Time of
Conc.
(min
1 21161 0.486 6964 0.160 32.91% 180 1.0% 1 347.10 347.39 343.78 343.06 58 2.64
2 12696 0.291 8772 0.201 69.09% 150 1.5% 2 349.00. 346.97 343.47 342.94 12 42 0.54
3 8348 0.193 7209 0.165 85.84% 200 1.5% 3 ~ 349.00 347.87 344.37 344.31 12 73 1.17
4 14389 0.330 10672 0.245 74.17% 165 1.5% 4 347.00 344.81 341.31 340.66 12 48 1.65
5 62 307 1.430 26395 0.606 42.36% 297 1:5% 5 349.00 344.81 340.66 340.55 18 35 2.54
Total 118 951 2.73 60012 1.378 50.45% 256 8.54
t
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Il~IJ'I" C®I~I IL.
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JOB RITTER SUBDIVISION
REM STORMWATER DESIGN
REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING
TOT 1.79
FIL C:\HYDRA\HYE\6MTC.INC
REM FILE C:\HYDRA\CMD\RITT6.CMD
NEW AREA DRAINAGE TO POND
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
CHA 240, 361, 360, 358, 356
NEW ZONE 1
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.529, 0:384, •98, 82, 20, .01, 180
INL 99
DPI 58, 347.10, 347.39, 343.78, 343.06
HOL CB1
NEW ZONE 2
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.283, 0.682, 98, 82, 20,..015, 150
INL 99
DPI 42, 349.0, 346.97, 343.47, 342..94
HOL CB2
NEW ZONE 3
DPD 0.009, 4, 2, 2, 0..01, 0.0001, 0.9
SCS 0.193, 0.858, 98, 82, 20, .015, 200
INL. 99
REC CBi
REC CB2
DPI 73, 349.0, 347.81, 344.37, 344.31
HOL CB3
NEW ZONE 4
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.317, 0.731, 98, 82, 20, .015, 165
INL 99
DPI 48, 347.0, 3'44.81, 341.31, 340.66
HOL CB4
NEW ZONE 5
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 1.43, 0.409, 98, 82, 20, .01, 297
INL 99
REC CB3
REC CB4
DPI 35, 349.0, 344.81, 340.66, 340.55
HOL CB5
NEW WET POND
REC CB5
RED {0/0, 10300/0)
RES 36i, 356, 355, OVER
END
Y 6 lI~~' T FILE
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w,morrissette & associates Page 1
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
CFS
' RITTER SUBDIVISION
*** AREA DRAINAGE TO POND Channel
Long Invert Surf FreBrd Width Shape 'San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis' Vel Cost
1 240 358.00 358.00 3.0 2.00 3.000 0.00 0.00 0.00 0
0.,0083 356.00 356.00 4.0 '0.00 2.00' 0.00 0.00 0.00
3.000 Froude Number = Undefined
Lateral length= 240 Upstream length= 290
*** ZONE 1 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
2 58 4 0.0124 343.78 3.32 2.96 0.0 0.1 2.91 0.14 - 0
343.06 4.33 0.0 0.0 0.53
Lateral length= 58 Upstream length= 58
' *** ZONE 2 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn•Up/Dn Cover Inf Mis d/D CFS Cost
3 42 4 0.0126 343.47 5.53 3.67 0.0 0.1 2.84 0.13. 0
-----34294--9_03---------0_0---0_0-_0_50---_
Lateral length= 42 Upstream length= 42
*** ZONE 3
Invert
Link Long Diam Slope Up/Dn
4 73 8 0.0008 342.94
342.88
Lateral length=
Depth
Up/Dn
6.06
4.93
73
Pipe Design
Min San Sto Vel Design Estimated
Cover Inf Mis d/D CFS Cost
4.21 0.0 0.4 .1.38 0.37 0
0.0 0.0 0.72
---------------------------
Upstream length= 173
*** ZONE 4 Pipe Design
' Invert Depth Min -,San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
5 48 4 0.0135 341.31 5.69 3.79 0.0 0_2 3.07 0.15. 0
340.66 4.15 0.0 0.0 0.54.
Lateral length= 48 Upstream length= 48
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
C FS
RITTER SUBDIVISION
*** ZONE 5 Pipe Design
Invert Depth Min San Sto Vel De-sign Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
6 35 8 0.0031 340.66 8.34 3.54 0.0 0.9. 2.86 0.90 0
340.55 4.26---------0+0 0.0 0.83
Lateral length= 35 Upstream length= 256
Lateral length= 0 Upstream length= 0
*** WET POND Reservoir
Cost Invert -------------- Maximum Flow Values -----------------
Link Exfil Up/bn/Ovr San Inf Sto Mis Design
8 0 361.0'0' Incoming : 0.00 0'.0'0 0.9.0 0.00 0.90
0 356.00 Discharge 0.00 0.00 0.00 0.00 0.00
355.00 Overflow 0.00 0.00 0.00 0.00 0.00
Stored 0 0 10243 0 10243
----------------------------------------------------
Lateral length= 0 Upstream length= 256
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~IYl) 61VI®I`~'I' iT'I'iTT' A~'A FILE
0
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\RITT6.CMD i 6:50 13-Feb-107
NONE
' Status of DEFAULTS at start of run.
, ( Command file C:\HYDRA\CMD\RITT6.CMD
I Input units are read as USA
I Warnings are turned OFF
1 I Output sent to display Brief
I Output sent to printer Off
I Output sent to file Detailed
( Paper width in inches 8.000
I String to reset printer NOT SET
I String to set printer to compressed NOT SET
( String to set printer to 8 lines/inch NOT SET
' ( Name of printer NOT SET
( Print heading at top of page ON
I Number of steps in hydrograph 255
( Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.,980
I Maximum plot value Selected by HYDRA
1 ~ Type of hydrographic plot : Compact
I Sanitary flow by Diurnal Curve
~ Delay to start of actual storm 0.00
I Rational Method computations OFF
( SCS computations : Santa Barbara
i Continuous simulation computations OFF .
J ( Maximum d/D for pipe design/analysis 0.900
( Match point position on pipe 0.00 or Invert
( Number of allowable diam drops 999
I Mimimum drop thru manhole 0.000
I Manning's n Variable
I Routing technique ~ Quick
I Calculate sanitary flows ON
~ Calculate infiltration flows ON
' I Calculate misc flows ON
I
I Listing of acceptable diameters (Changed by the PCO command):
i 4 6 8 10' 12 15 18 21 24 27 30
J 33 36 39 42 45 48 54 60 66 72 78
I 84 90 96 102 .108 114 120 132
' 1: JOB RITTER SUBDIVISION
2: REM STORMWATER DESIGN
3: REM --- 6 MONTH STORM EVENT FOR•TREATMENT SIZING
4: TOT 1.79
Total rainfall 1.79 Inches
5: FIL C:\HYDRA\HYE\6MTC.INC
---
--START OF SUB-FILE------
n
i
f
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
BITTER SUBDIVISION
1: HYE 15 0.010 0.010 0.010 0.010 0.010 0.010 0...010 0.010
0.020 +
2: 0.020 0.020 0.030 0.040 0.040 0.040 0.050 0.050
0.050 + .
3: 0.060 0.06.0 0.060 0.060 0.060' 0.080 0.080 0.080
0.150 +
4: 0.080 .0.200 0.290 0.760 0.060 0.180 0.180 0.130
0.130 +
5: 0.190 0.150 0.110 0.090 0.150 0.110 0.120 0.090
0.090 +
6: 0.090 0.090 0.080 0.080 0.080 0.080 0.100 0.100
0.100 +
7: 0.100 0.100 0.090 0.080 0.080 0.080 0.060 0.060
0.060 +
8: 0.060 0.060 0.060 0.060 0.050 0.050 0.040 0.040
0.040 +
9: 0.040 0.040 0.040 0.040 0.040 ,0.040 0.040 0.040-
0.040 +
10: 0.040 0.040 0.040 0.040 0.040 0.090 0.040 0.040
0.040 +
11: 0..040 0.040 0.040 0.040 0.040 0.040 +RET
Step time ~ 15.00 Minutes
Total in original hyetograph 1.79 Inches
Total volume rain in production hyetograph 1.79 Inches
Maximum intensity 0.76 Inches/Hr
------'END OF SUB-FILE ------
6: REM FILE C:\HYDRA\CMD\RITT6.CMD
7: NEW AREA DRAINAGE TO POND
8:
9: CHD' 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0 '
10: CHA 240,361, 360, 358, 356
Length 240.00 Feet
GrUp 361.00 Feet
GrDn 360.00 Feet
InvUp 358.00 Feet
InvDn 356.00 Feet
Link number 1
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow
CHD Maximum velocity
CHD Minimum velocity
CHD Mannings "n"
•CHD Left side slope
CHD Bottom width
CHD Right side slope
CHD Minimum freeboard
CHD Exfiltration
Single parameter only and must be greater than zero
Channel Slope
Design flow :
0.00 CuFtlSec
6.0000 FPS
0.3000 FPS
0.0300
3.0000
2.00 Feet
3.0000
1.0000 Feet
0.0000 IPH
0.00833
0.00 Cuft/Sec
0
I I
~~
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page. 3
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Depth of flow 0.00 Inches
0.00 Feet
Velocity 0.0000000 Ft/Sec
Travel time 0.00 Minutes
Width of surface 2.00 Feet
11:
12: NEW ZONE 1
13: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum 'depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
14: SCS 0.529, 0.384, 98, 82, 20, .Ol, 180
Computed concentration time 1.50 Minutes
Total Time of Concentration 1.50 Minutes
Total rainfall falling on impervious 1319.92 CuFt
Impervious runoff 1154.33 CuE't
Portion off impervious 87.45
Peak CFS rainfall falling on impervious 0.16 CuFt/Sec
Peak CFS runoff from impervious.: 0.13 CuFt/Sec
Equivalant "C" off impervious 0.81
Total rainfall falling on pervious 2117.37 CuFt
Pervious runoff.: 608.09 CuFt
Portion off pervious 28.72 ~
Peak CFS rainfall falling on pervious 0.25 CuFt/Sec
Peak CFS runoff from pervious 0.0157 CuFt/Sec
Equivalant "C" off pervious 0.0631
Total rainfall falling on segment 3437.28 CuFt
Total segment runoff 1762.42 CuFt
Portion off segment 51.27
Peak CFS rainfall falling on segment 0.40 CuFt/Sec
Peak CFS runoff from segment 0.14 CuFt/Sec
Equivalant "C" otf segment 0.35
15: INL 99
16: DPI 58, 347.10, 347.39, 343.78, 343.06
Length 58.00 Feet
Ground elevation up 347.10-`Feet
Ground elevation down 347.39 Feet
Invert elevation up 343.78 Feet
t
' C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 4
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Invert elevation down :.
Minimum diameter
Lump sum cost
ManningsN
MinSlope
Link number
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow
Storm flow (no SF)
Design flow including SF
Combined SF
Design diameter
Invert elev up
Invert elev down
Slope
Depth of .fluid in pipe
d/D
Partial flow velocity
17:.HOL CB1
343.06 Feet
4.00 Inches
0.00 Dollars
0.00900
0.00100
2
0.00 CuFt/Sec
0.140 Cuft/Sec
0.140 CuftlSec
1.000
4.00 Inches
343.78 Feet
343.06 Feet
0.0124
2.12 Inches
0.530
2.905-Feet/Sec
Tag : ' CBl
Link 2
From line 17 ,
In file C:\HYDRA\CMD\RITT6
Sent to Hold[1]
18:
19: NEW ZONE 2
20: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter
Minimum depth
Minimum cover
Minimum velocity
Minimum slope
D1d
Maximum diameter
21: SCS 0.283, 0.682, 98, 82, 20, .015, 150
Computed concentration time
Total Time of Concentration
Total rainfall falling on impervious
Impervious runoff
Portion off impervious
Peak CFS rainfall falling on impervious
Peak CFS runoff from impervious .:
Equivalant "C" off impervious
0.00900
4.00 Tnches
2.00 Feet
2.00 Feet
O.O100 Feet/Sec
0.00100
0.9000
132.00 Inches
1.02 Minutes
1.02 Minutes
1254.10 CuFt
1096.99 CuFt
87.47
0.15 CuFt/Sec
0.12 CuFt/Sec
0.83
C: HYDRA CMD
\ \ \ HYDRA Version 5:8
5
j.w.morrissette & associates Page 5
C:\HYDRA\CMD\RITT6.CMD 6;50 13-Feb-107
RITTER SUBDIVISION
' Total rainfall falling on pervious 584.75 CuFt
Pervious runoff 168.00 CuFt
Portion off pervious 28.73 ~
Peak CFS rainfall falling on pervious 0.0689 CuFt/Sec
' Peak CFS runoff from pervious 0.00436 CuFt/Sec
Equivalant "C" off pervious 0.0632
Total rainfall falling on segment 1838.85~CuFt
' Total segment runoff 1264.99 CuFt
Portion off segment 68.79 ~
Peak CFS rainfall falling on segment 0.22 Cu Ft/Sec
Peak CFS runoff from segment
Equivalant "C" off segment 0.13 CuFt/Sec
0
59
.
22: INL 99 ~ -
23: DPI 42, 349.0, 346.97, 343.47, 342.94
Length : 42.00 Feet
Ground elevation up 349.00 Feet
Ground elevation down 346.97 Feet
' Invert elevation up 343.47 Feet
Invert elevation down 342.99 Feet
Minimum diameter 4.OO Inches
Lump sum cost 0.00 Dollars
' ManningsN 0.00900
MinSlope 0.00100
Link number : 3 '
' @Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into .Design
• Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 0.127 Cuft/Sec
Design flow including SF 0.127 Cuft/Sec
Combined SF 1:000
Design diameter
Invert elev up
Invert elev down
Slope
Depth of fluid in pipe
d/D
Partial flow velocity
4.00 Inches
343.47 Feet
342.94 Feet
0.0126
2.00 Inches
0.500
2.$39 Feet/Sec
' 24: HOL CB2
25:
26: NEW ZONE 3
Tag CB2
Link 3
From line 24
In file C:\HYDRA\CMD\RITT6
Sent to Hold [2]
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 6
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
' RITTER SUBDIVISION
27: DPD 0.009, 4, 2, 2, 0.01, 0.0001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimwn cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.000100
D/d
Maximum diameter 0.9000
132.00 Inches
28: SCS 0.193, 0.858, 98, 82, 20, .015, 200
Computed concentration time 1.36 Minutes
Total Time of Concentration 1.36 Minutes
Total rainfall falling on impervious 1075.98 CuFt
Impervious runoff 941.05 CuFt
Portion off impervious 87.46 ~
' Peak CFS rainfall falling on impervious 0.13 CuFt/Sec
Peak CFS runoff from impervious 0.10 CuFt/Sec
Equivalant "C'° off impervious 0.82
' Total rainfall falling on pervious 178.08 CuFt
Pervious runoff 51.15 CuFt
Portion off pervious 28.72 0
Peak CFS rainfall falling on pervious c
Peak CFS runoff from pervious 0.0210 CuFt/Sec
0.00132 CuFt/Sec
Equivalant "C" off pervious 0.0631
Total rainfall falling on segment 1254.06 CuFt
Total segment runoff 992.20 CuFt
' Portion off segment 79.12 ~
Peak CFS rainfall falling on segment 0.15 CuFt/Sec
Peak CFS runoff from segment 0.10 CuFt/Sec
' Equivalant "C" off segment 0.71
29: INL 99
30: REC CBl
Hold[Num) 1
Looking up record number : 2
31: REC CB2
' Hold[Num] 2
Looking up record number 3
32: DPI 73, 349.0, 347.81, 344.37, 344.31
Length : 73.0.0 Feet
1 Ground elevation up : 349.00 Feet.
Ground elevation down 347.81 Feet
Invert elevation up 344.37 Feet
' Invert elevation down 344.31 Feet
fl
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 7
C:\HYDRA\CMD\RITT6.CMD 6:50.13-Feb-107
RITTER SUBDIVISION
Minimum diameter
Lump .sum cost
ManningsN
MinSlope
Link number
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event .into Design
Average Design Flow
Storm flow (no SF)
Design flow including SF
Combined SF
Drop to comply with Match Point criteria
Design diameter
Invert elev up
Invert elev down
Slope
Depth of fluid in pipe
d/D
Partial flow velocity
33: HOL CB3
4.00 Inches
0.00 Dollars
0.00900
0.000100
4
0.00 CuFt/Sec
0.372 Cuft/Sec
0.372 Cuft/Sec
1.000
1.43 Feet
8.00 Inches
342.94 Feet
342.88 Feet
0.000822
5.76 Inches
0.720
1.383 Feet/Sec
Tag CB3
Link 4
From line 33
In file C:\HYDRA\CMD\RITT6
Sent to Hold[1]
34:
35: NEW ZONE 4
36: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter :
Minimum depth
• Minimum cover
Minimum velocity
Minimum slope
D/d
Maximum diameter
37: SCS 0.317,.0.731, 98, 82, 20, .015, 165
Computed concentration time
Total Time of Concentration
Total rainfall falling on impervious
Impervious runoff
Portion off impervious
Peak CFS rainfall falling on impervious
Peak CFS runoff from impervious :
Equivalant "C" off impervious.:
0..00900
4.00 Inches
2.00 Feet
2.00 Feet
0.0100 Feet/Sec
0.00100
0:9000
132.00 Inches
1.12 Minutes
1.12 Minutes
1505.69 CuFt
1317.01 CuFt
87.47 ~
0.18 CuFt/Sec
0.15 CuFt/Sec
0.83
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page ~8
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
'
on pervious
Total rainfall falling 554.08 CuFt
Pervious runoff 159.17 CuFt
Portion off pervious 28.73 ~
Peak CFS rainfall falling on pervious 0.0653 CuFt/Sec
Peak CFS runoff from pervious 0.00412 CuFt/Sec
1 Equivalant "C" off pervious : 0.0632.
Total rainfall falling on segment 2059.77 CuFt
Total segment runoff 1476.18 CuFt
Portion off segment
Peak CFS rainfall falling on segment 71.67 $
0.24 CuFt/Sec
Peak CFS runoff from segment 0.15 CuFt/Sec
Equivalant "C" off segment 0.62
38: INL 99 '
1 39: DPI 48; 347.0, 344.81, 341.31, 340.66
Length 48.00 Feet
Ground elevation up : 347.00 Feet
1 Ground elevation down 344.81 Feet
Invert elevation up 341.31 Feet
Invert elevation down 340.66 Feet
Minimum diameter 4.00 Inches
Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
Link number 5
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow :
0.00 CuFt/Sec
Storm flow (no SF} : 0:151 Cuft/Sec
Design flow including SF 0.151 Cuft/Sec
Combined SF : 1.000
1 Design diameter 4.00 Inches
Invert elev up 341.31 Feet
Invert elev down 340.66 Feet
' Slope 0.0135
Depth of fluid in pipe 2.16 Inches
d/D 0.540
' Partial flow velocity 3.065 Feet/Sec
40: HOL CB4
Tag CB4
' Link : 5
From line 40
In file C:\HYDRA\CMD\RITT6
Sent to Hold[2]
41.
42: NEW ZONE 5
_"
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 9
C:\HYDRA\CMD\RITT6.CMD .6:50 13-Feb-107
RITTER SUBDIVISION
2
0
01
001
0
4
0
009
4
2
0
9
,
.
,
,
.
3: DPD
.
,
,
.
,
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
D/d 0.9000
' Maximum diameter 132.00 Inches
44: SCS 1.43, 0.409, 98, 82, 20, .Ol, 297
Computed concentration time 2.47 Minutes
Total Time of Concentration 2.47 Minutes
Total rainfall falling on impervious 3800.31 CuFt
~• Impervious runoff 3322.18 CuFt
Portion off impervious 87.42 ~
Peak CFS rainfall falling on impervious 0.45. CuF't/Sec
Peak CFS runoff from impervious 0.34 CuFt/Sec
Equivalant "C" off impervious 0.77
Total rainfall falling on pervious 5491.40 CuFt
Pervious runoff 1575.86 CuFt
Portion off pervious 28.70
Peak CFS rainfall falling on pervious 0.65 CuFt/Sec
Peak CFS runoff from pervious 0.0408 CuFtlSec
Equivalant "C" off pervious 0.0631
Total rainfall falling on segment 9291.71 CuFt
Total segment runoff 4898.04 CuFt
Portion off segment 52.71 ~
Peak CFS rainfall falling on segment : 1.09 CuFt/Sec
1 Peak CFS runoff from segment 0.38 CuFt/Sec
Equivalant "C" off segment 0.34
1 45: INL 99
46: REC CB3
Hold[Num] 1
Looking up record number 4
•
47. REC CB4
Hold[Num] 2
Looking up record number 5
48: DPI 35, 349.0, 344.81, 340.66,. 340.55
Length 35.00 Feet
' - Ground elevation up 349.00 Feet
Ground elevation down ; 344.81 Feet
Invert elevation up 340.66 Feet
Invert elevation down 340..55 Feet
C:\HYDRA\GMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 10
C:\HYDRA\CMD\RITT6:CMD 6:5-0 13-Feb-107
RITTER SUBDIVISION
Minimum diameter 4.00 Inches
Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
Link number 6
@Adding Sto into Event
@Adding Diurnal into -Design
@Adding Event into Design
Average .Design Flow 0..00 CuFt/Sec
Storm flow (no SF) 0.899 Cuft/Sec
Design flow including SF 0.899 CuftlSec
Combined SF 1.000
Design diameter 8.00 Inches
Invert elev up 340.6.6 Feet
Invert elev down 340.55 Feet
Slope 0.00314
Depth of fluid in pipe : 6.64 Inches
d/D 0.830.
Partial flow velocity 2.862 Feet/Sec
49: HOL CB5
Tag CB5
Link 6
From line : 49
In file C:\HYDRA\CMD\RITT6
Sent to Hold[1]
50:
51: NEW WET POND
52: REC CB5
Hold[NumJ 1
Looking up record number 6
53: RED (0/0, 10300/0)
54: RES 361, 356, 355, OVER
Number of points on Volume/Discharge curve 2
Maxi mum capacity of reservoir : INFINITE
Inlet elevation 361.00 Feet
Outlet elevation 356.00 Feet
Link number 7
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
55: END
Average Design Flow
Storm flow (no SF)
Design flow including SF
Combined SF
0.00 CuFt/Sec
0.899 Cuft/Sec
0.899 Cuft/Sec
1.000
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates. Page 11
C:\HYDRA\CMD\RITT6.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
------ S U M M A R Y O F A N A L Y S I S -_----
Run number on command file 1
Number of links 8
Number of hydrographs 48
Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 2.75 Acres
Number of pumps 0
.Number of reservoirs 1
Number of diversion structures 0
• Number of inlets 5
• Length of new pipe 256.00 Feet
Length of existing pipe 0.00 Feet
Length of channel 240.00 Feet
Length of gutter 0.00 Feet
Length of transport .units 0.00 Feet
Length of pressure pipe : 0.00 Feet
Closing DBF and NDX Files
1
1
1
1
1
1
1
1
1
1
1
1
INPLT~' COlVII~AND FILE
JOB RITTER SIIBDIVISION
REM STORMWATER DESIGN
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
TOT 6.15
FIL C:\HYDRA\HYE\100zanel.INC
REM FILE C:\HYDRA\CMD\RITT100.CMD
' NEW AREA DRAINAGE TO POND
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0,' 0, 0, 0
CHA 240, 361, 360, 358, 356
NEW ZONE 1
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.529, 0.384, 98, 82, 20, .01, 180
INL 99
DPI 58, 347.10, 347.39, 343.78, 343..06
HOL CB1
NEW ZONE 2
DPD 0.009, 4, 2, 2, O.Dl, 0.001, 0.9
' SCS 0.283, 0.682, 98, 82,. 20, .015, 150
INT, 99
DPI. 42, 349.0, 346.97, 343.4.7, 342.94
HOL CB2
NEW ZONE 3
DPD 0.009, 4, 2, 2, 0.01, 0.0..001, 0.9
SCS 0.193, 0.858, 98, 82, 20, .015, 200 •
INL 99
REC CB1 '
REC CB2
DPI 73, 349.0,, 347.81, 344.37, 344.31
HOL CB3
NEW ZONE 9
' DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.317, 0.731, 98, 82, 20, .015, 165
INL 99
DPT 48, 347.0, 344.$T,, 341.31, 340.66
HOL CB4
NEW
DPD ZONE 5
0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 1.43, 0.409, 98, 82, 20, .01, 297
INL 99
REC CB3 •
REC CB4
DPI 35, 349.0, 344.81, 340.66, 34.0.55
HOL CB5
NEW DETENTION POND
REC CB5
RED (0/0.73, ,1012210.73)
1 RES 361, 356, 355, OVER
END
t
1
1
1
1
1
1
1
i
1
1
1
i
1
1
n
1
1
1
1
1
fi
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
CFS
RITTER SUBDIVISION
*** AREA DRAINAGE TO POND Channel
Long Invert Surf FreBrd Width .Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vet Cost
1 240 358.00 358.40 3.0 2.00 3.000 0.00 0.00 0.00 0
0.0083 356.00 356.00 4.0 0.00 2.00 0.00 0.00 0.00
3.000 Froude Number = Undefined
----------------------------------------------------
.Lateral length= 240 Upstream length= 240
*** ZONE 1 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn.Up/Dn Cover Inf Mis d/D CFS Cost
2 58 8 0.0124 393.78 3'.32 2.60 0.0 1.0 4.75 0.98 0
------------343_06 4.33---------0_0---0_0 0.56
Lateral length= 58 Upstream length= 58
*** ZONE 2 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis cl/D CFS Cost
3 42 6 0.0126 343.47 5.53 3.49 0.0 0.6 4.33 0.61 0
342.94 4.03 0.0 0.0 0.67
Lateral length= 42 Upstream length= 42
*** ZONE 3
Invert
Link Long Diam Slope Up/Dn
4 73 15 0.0008 342.94
342.88
------------------
Lateral length=
Depth
Up/Dn
6.06
4.93
73
Pipe Design
Min San Sto Vel Design Estimated
Cover .Inf Mis d/D CFS Cost
3.58 0.0 2.0 2.12 2.02 0
0.0 0.0 0:'73
---------------------------
Upstream length= 173
*** ZONE 4 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
5 48 6 0.0135 341.31 5.69 3.61 0.0 0.7 4.61 0.69 0
-'--340_66 4.1.5 --------0~0---0-0 0.71
Lateral length= 48 Upstream length= 48
1
1
1
1
1
1
1
1
1
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates ~ Page 2
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
CFS
RITTER SUBDIVISION.
*** ZONE 5 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
6 35 18 0.0031 340.66 8.34 2.63 0.0 5.3 4.40 5.25 0
340.55. 4.26 0.0 0.0 0.64
Lateral length= 35 Upstream length= 2'56
Lateral length= 0 Upstream length= 0 '
*** DETENTION. POND Reservoir
Cost Invert -------------- Maximum Flow Values -----------------
Link Exfil Up/Dn/Ovr San Tnf Sto Mis Design,
8 0 361.00 Incoming 0.00 0.00 5.25 0.00 5.25
0 356.00 Discharge 0.00 0.00 0.73 0.00 0.73
355.00 Overflow 0.00 0.00 0.00 0.00 0.00
Stored 0 0 9778 0 9778
Lateral length= 0 Upstream. length= 256
C°\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\RITT100.CMD 6.50 13-Feb-107
NONE
Status of DEFAULTS at start of run.
I Command file C:\HYDRA\CMD\RITT100.CMD
I Input units are read as USA
Warnings are turned OFF
I Output sent to display Brief .
' I Output sent to printer Off
Outputt sent to file Detailed
I Paper width in inches 8.000
I String to reset printer NOT SET
I String to set printer to compressed NOT SET
I String to set printer to 8 lines/inch NOT SET
I Name of printer NOT SET
I Print heading at top of page ON
I Number of steps in hydrograph 255
I Step length in minutes 15
I Significant flow in hydrograph : 0.010 ,
1 I Infiltration Diurnalization Factor 0.980
I Maximum plot value Selected by HYDRA
( Type of hydrographic plot Compact
' I Sanitary flow by Diurnal Curve .
I Delay to start of actual storm 0.00
I Rational Method computations OFF
I SCS computations Santa Barbara
' I Continuous simulation computations OFF
I Maximum d/D for pipe design/analysis :. 0.900
I Match point position on pipe 0.00 or Invert
I Number. of allowable diam drops 999
I Mimimum drop thru manhole 0.000
Manning's n Variable
( Routing technique Quick
I I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate misc flows ON
I Listing of acceptable diameters (Changed by the PCO command):
I 4 6 8 10 12 15 18 21 24 27 30
I 33 36 39 42 45 48 54 60 66 72 78
I 84 90 96_ 102 108 114 120 132
1: JOB RITTER SUBDIVISION
2: REM STORMWATER DESIGN
3: REM - - 100 YEAR STORM EVENT FOR DETENTION SIZING
4: TOT 6.15
Total rainfall 6.15 Inches
5: FIL C:\HYDRA\HYE\100zonel.INC
------START OF SUB-FILE------
'
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\RITTl00.CMD 6:50 13-Feb-107
RITTER SU$DIVISION
1: HYE 15' 0.091 0.09 1 0.091 0.091 0.091 0.091 0.106 0.123 0.1 2
' 3 0.123+
2:0.159 0.159 0.159 0.159 0.176 0.202 0.212 0.212 0.236 0.236+
3: 0.248 -0.279 0.308 0.308 0.323 0..323 0.412 0.412 0.373 0
.373+ .
4:. 0.971 2.514 0.553 0.367 0.50$ 0.391 0.389 0.539 0.579 0
.333+
0.292 0.292 0.272 0:272
5: 0.449 0.466 .0.272 0.272 0.272 0
.
.272+
6; 0.234 0.234 0.215 0.237 0.241 0.259 0.259 0.259 0.237 0
.237+
7; 0.227 0.227 0.208 0.189 0.189 0.189, 0.164 0.164 0.151 0
.151+
8: 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0
.151+
9: 0.151 0..151 0:151 0.151 -0.151 0.151 0.151 0.151 0.151 0
.136+
10: .0.136 0.136 0.121 0.121 0.121 0.121
-Step time
Total in original hyetograph 15.00 Minutes
~ 6.15 Inches
Total volume rain in production hyetograph 6.15 Inches
Maximum intensity : 2.51 Inches/Hr
11~ RET
-----
--
--END OF SUB-FILE -
6: REM FILE C:\HYDRA\CMD\RITT100.CMD
7: NEW AREA DRAINAGE TO POND
8:
' 9: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
10: CHA 240, 361, 360, 358, 356
Length : 240.00 Feet
1 GrUp 361..00 Feet
GrDn 360.00 Feet
InvUp 358.00 Feet
InvDn : 356.00 Feet
1 Link number 1
@Adding Diurnal into Design
@Adding Event into Design .
Average Design Flow
0.00 CuFt/Sec
CHD Maximum velocity - 6.0000 FPS
CHD Minimum velocity 0.3000 FPS
CHD Mannings "n" 0.0300
CHD Left side slope 3.0000
CHD Bottom width 2.00 Feet
CHD Right side slope.: - 3.0000
CHD Minimum freeboard 1.0000 Feet
CHD Exfiltration 0.0000 IPH
Single parameter only and must be greater than zero
Channel Slope 0.00833
' Design flow 0.00 Cuft/Sec
Depth of flow 0.00 Inches
O.OO Feet
' Velocity 0.0000000 Ft/Sec
1
[~
u
1
C:\HYDRA\CMD\ ~ HYDRA Version 5.85
j.w.morrissette & associates Page 3
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Travel time 0.00 Minutes
Width of surface 2.00 Feet
11:
12: NEW ZONE 1
13: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
14: SCS 0.529, 0.384,, 98, 82, 20, .01, 180
Computed concentration time 1.50 Minutes
Total Time of Concentration 1.50 Minute
Total rainfall .falling on impervious 4534.91 CuFt
Impervious runoff 4356.92 CuFt
Portion off impervious.: 96.08 0
Peak CFS rainfall falling on impervious 0.52 CuFt/Sec
Peak CFS runoff from impervious 0.47 CuFt/Sec
Equivalant "C" off impervious 0.92
Total rainfall falling on pervious 7274.75 CuFt
Pervious runoff 4876.43 CuFt
Portion off pervious 67.03 $
Peak CFS rainfall falling on pervious 0.83 CuFt/Sec
Peak CFS runoff from pervious 0.51 CuFt/Sec
Equivalant "C" off pervious 0.62
Total rainfall falling on segment 11809.66 CuFt '
Total segment runoff : 9233.36 CuFt
Portion off segment 78.18
Peak CFS rainfall falling on segment 1.34 CuFt/Sec
Peak CFS runoff from segment 0.98 CuFt/Sec
Equivalant "C" off segment 0.73
15: INL 99
16: DPI 58, 347.10, 347.39, 343.78, 343.06
Length 58.00 Feet
Ground elevation up 347.10 Feet
Ground elevation down 347.39 Feet
Invert elevation up 343.78 Feet
Invert elevation down 343.06 Feet
Minimum diameter 4.00 Inches
Lump sum cost 0.00 Dollars
I1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 4
C:\HYDRA\CMD\RITTl00.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
ManningsN 0.00900
MinSlope 0.00100
Link number 2
@Adding Sto into Event
1 @Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 0.984 Cuft/Sec
Design flow including SF 0.984 Cuft/Sec
Combined SF 1.000
Design diameter 8.00 Inches
Invert elev up 343.78 Feet
Invert elev down 343.06 Feet
Slope 0.0124
Depth of fluid in pipe 4.48 Inches
d/D 0.560
Partial flow velocity 4.754 Feet/Sec
17: HOL CB1
Tag c CBl
Link 2
From line 17
In file C:\HYDRA\CMD\RITT100
Sent to Hold[1]
18:
19: NEW ZONE 2
20: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
1 • Minimum diameter
Minimum depth : 4.00 Inches
2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
' D/d 0.9000
Maximum diameter 132.00 Inches
682
98
20
150
21
SCS 0
283
0
82
015
;
, .
:
.
.
,
,
,
,
Computed concentration time 1.02 Minutes
Total Time of Concentration 1.02 Minutes
Total rainfall falling 'on impervious 4308.76 CuFt
Impervious runoff 4140.33 CuFt
Portion off impervious 96.09 ~
Peak CFS rainfall falling on impervious 0.49 CuFt/Sec
Peak CFS runoff from impervious 0.46 CuFt/Sec
Equivalant "C" off impervious 0.94
Total rainfall falling on pervious : 2009.07 CuFt
Pervious runoff 1347.02 CuFt
Portion off pervious 67.05 0
1
1
C:\HYDRA\CMD\ HYDRA Version .5.85
j.w.morrissette & associates Page 5.
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Peak CFS rainfall falling on pervious
Peak CFS runoff from pervious
Equivalant "C" off pervious
Total rainfall falling on segment
Total segment runoff ;
Portion off segment
Peak CFS rainfall falling on segment :
Peak CFS runoff from segment
Equivalant "C" off segment
22: INL 99
23: DPI 42, 349.0, 346.97, 343.47, 342.94
Length
Ground elevation up
Ground elevation down
Invert elevation up
Invert elevation down
Minimum diameter
Lump sum cost :
ManningsN
MinSlope
Link number
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow :
Storm flow (no SF)
Design flow including SF
Combined SF
Design diameter
Invert elev up
Invert elev down
Slope :
Depth of fluid in pipe
d/D :
Partial flow velocity
24: HOL CB2
0.23 CuFt/Sec
0.15 CuFt/Sec
0.64
6317.83 CuFt
5487.35 CuFt
86.85 ~
0.72 CuFt/Sec
0.61 CuFt/Sec
0.84
92.00 Feet
349.00 Feet
346.97 Feet
343.47 Feet
342.94 Feet
4.00 Inches
0.00 Dollars
0.00900
0.00100
3
0.00 CuFt/Sec
0.606 Cuft%Sec
0.606 Cuft/Sec
1.000
6.00 Inches
343.47 Feet
342.94 Feet
0.0126
4.02 Inches
0.670
4.330 Feet/Sec
Tag : CB2
Link 3
From line 24
In file C:\HYDRA\CMD\RITT100
Sent to Hold[2]
25:
26: NEW ZONE 3
27: DPD 0.009, 4, 2, 2,. 0.01, 0.0001, 0.9
I
' MD
C:\HYDRA\C \ -
HYDRA Version 5.85
,
j,w.morrissette & associates Page 6
C:\HYDRA\CMD\RITTl00.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
1
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
'
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.000100
D/d 0.9000
Maximum diameter 132.00 Inches
28: SCS 0.193, 0.858, 98, 82, 20, ,015, 200
Computed concentration time 1.36 Minutes,
Total Time of Concentration 1.36 Minutes
Total rainfall falling on impervious 3696.80 CuFt
Impervious runoff 3551.88 CuFt
Portion off impervious 96.08
Peak CFS rainfall falling on impervious 0.42 CuFt/Sec
Peak CFS runoff from impervious 0.39 CuFt/Sec
Equivalant "C" off impervious 0.92
Total rainfall falling on pervious :. 611.83 CuFt
Pervious runoff .410.15 CuFt
'
Portion off pervious 67.04 0
Peak CFS rainfall falling on pervious 0.0695. Cu Ft/Sec-
' Peak CFS runoff from pervious 0.0435 CuFt/Sec
Equivalant "C" off pervious 0.63
Total rainfall falling on segment 4308.63 CuFt
Total segment runoff 3962.03 CuFt
'
Portion off segment 91.96
Peak CFS rainfall falling on segment 0.49 CuFt/Sec
Peak CFS runoff from segment 0.43 CuFt/Sec
Equivalant "C" off segment 0.88
29: INL 99
30: REC CB1 s
Hold[Num] 1
Looking up record number 2
31: REC CB2
Ho1d[Num] 2
Looking up record number 3
32: DPI 73, 349.0, 347,81, 394.37, 344.31
Length 73.00 Feet
Ground elevation up 349.00 Feet
Ground elevation down 347.81 Feet
Invert elevation up 344.37 Feet
Invert elevation down 344.31 Feet
Minimum diameter 4.00 Inches
li
C:\HYDRA\CMD\ HYDRA. Version 5.85
j.w.morrissette & associates ~ Page 7
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
t
0
1
Lump sum cost 0.00 Dollars
. ManningsN 0.00900
MinSlope 0.000100
Link number 4
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow ; 0.00 CuFt/Sec
Storm flow (no SF) 2.021 Cuft/Sec
Design flow including SF 2..021 Cuft/Sec
Combined SF 1:000
Drop to comply with Match Point criteria: .. 1.43 Feet
Design diameter 10.00 Inches
Invert elev up 342.94 Feet
Invert elev down 342.8.8 Feet
Slope 0.000822
Depth of fluid in pipe 7.95 Inches
d/D 0.730
Partial flow velocity 2.117 Feet/Sec
33: HOL CB3
Tag CB3
Link 4
From line 33
In file : C:\HYDRA\CMD\RITT100
Sent to Hold[1]
34:
35: NEW ZONE 4
36: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover : 2:00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
37: SCS 0.317, 0.731, 98, 82, 20, .015, 165
.Computed concentration time 1.12 Minutes
Total Time_of Concentration 1.12 Minutes
Total rainfall falling on impervious 5173.19 CuFt
Impervious runoff 4970.79 CuFt
Portion off impervious 96.09 g
Peak CFS rainfall falling on impervious 0.59 CuFt/Sec
Peak CFS runoff from impervious 0.55 CuFt/Sec
Equivalant "C" off impervious 0.94
Total rainfall falling on pervious 1903.68 CuFt
i
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissefte & associates Page 8
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Pervious runoff 1276.30 CuFt
Portion off pervious : 67.04 ~
Peak CFS rainfall falling on pervious 0.22 CuFt/Sec
Peak CFS runoff from pervious 0,14 CuFt/Sec
Equivalant."C" off pervious 0,63
Total rainfall falling on segment 7076,87 CuFt.
Total segment runoff 6247,0,9 CuFt
Portion off segment 88.27 $
Peak CFS 'rainfall falling on segment 0.80 CuFt/Sec
Peak CFS runoff from segment 0.69 CuFt/Sec
Equivalant "C" off segment : 0,85.
38: INL 99
39: DPI 48, 347.0, 344.81, 341.31, 340.66
Length 48.00 Feet
Ground elevation up 347.00 Feet
Ground elevation down 344.81 Feet
Invert elevation up 341.31 Feet
Invert elevation down 340.66 Feet
Minimum diameter : 4.00 Inches
.Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
Link number 5
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
40: HOL CB4
Average Design Flow
Storm flow (no SFj
Design flow including SF
Combined SF
Design diameter
Invert elev up
Invert elev down
Slope
Depth of fluid in pipe
d/D
Partial flow velocity
0.00 CuFt/Sec
0.687. Cuft/Sec
0.687 Cuft/Sec
1.000
6.00 Inches
341.31 Feet
340.66. Feet
0.01.35
4.26 Inches
0.710
4.605 Feet/Sec
Tag CB4
Link 5
From line 40
In file C:\HYDRA\CMD\RITT100
Sent to Hold[2]
41:
42: NEW ZONE 5
43: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 9
C:\HYDRA\CMD\RITTIOO.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
• Minimum velocity 0.0100 Feet/Sec
Minimum slope.: 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
44: SCS 1.43, 0.409, 98, 82, 20, .Ol, 297
Computed concentration time 2.47 Minutes
Total Time of Concentration 2.47 Minutes
.Total rainfall falling on impervious
Impervious runoff 13056.93
12540.34. CuFt
CuFt
Portion off impervious 96.04 ~
Peak CFS rainfall falling on impervious 1.48 CuFt/Sec
Peak CFS runoff from impervious : 1.29 CuFt/Sec
1 Equivalant "C" off impervious 0.87
Total rainfall falling on pervious 18867.10 CuFt
Pervious runoff 12641.54 CuFt
Portion off pervious 67.00 ~
Peak CFS rainfall falling on pervious '2.14 CuFt/Sec
Peak CFS runoff from pervious 1.25 CuFt/Sec
Equivalant "C" off pervious 0.59
Total rainfall falling on segment 31924.03 CuFt
Total segment runoff 25181.88 CuFt
Portion off segment 78.88 $
Peak CFS rainfall falling on segment 3.63 CuFt/Sec
' Peak CFS runoff from segment 2.54 CuFt/Sec'
Equivalant "C" off segment 0.70
I 45: INL 99
46: REC CB3
Hold[Num] 1
Looking up record number 4
47: REC CB4
1 Hold[Num] 2
Looking up record number 5
48: DPI 35, 349.0, 344.81, 340.66,.340.55
Length 35.00 Feet
Ground elevation up 349.00 Feet
Ground elevation down 344.81 Feet
Invert elevation up 390.66 Feet
Invert elevation down 340.55 Feet
Minimum diameter 4.00 Inches
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 10
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
BITTER SUBDIVISION
Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
Link number 6
@Adding Sto into Event
@Adding Diurnal into besign
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 5.252 Cuft/Sec
~. Design flow including SF 5.252 Cuft/Sec
Combined SF 1.000
Design diameter 10.00 Inches
Invert elev up 340.66 Feet
Invert elev down 340.55 Feet
Slope
Depth of fluid in pipe.: 0.00314
6.52 Inches
d/D 0.640
Partial flow velocity 4.403 Feet/Sec
49: HOL CB5
Tag CB5
Link 6
1 From line : 49
In file C:\HYDRA\CMD\RITT100
Sent to Hold[1]
50:
' 51: NEW DETENTION POND
52: REC CB5
Hold[Num] l
' Looking up record number 6
53: RED (0/0.73, 10122/0.73)
54: RES 361, 356, 355, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 361.00 Feet
Outlet elevation 356.00 Feet
Link number 7
@Adding Sto -into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) ; 5.252 Cuft/Sec
Design flow including SF 5.252 Cuft/Sec
Combined SF 1.000
55: END
t
1
1
1
i
1
i
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1
1
1
1
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 11
C:\HYDRA\CMD\RITT100.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
S U M M A R Y O F A N A L Y S I S-
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
Closing DBF and NDX Files
l
8
49
0
0.00 Acres
2.75 Acres
0
1
0
5
256.00-Feet
0.00 Feet
240.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
JOB RITTER SUBDIVISION
REM •STORMWATER DESIGN
REM --- 10 YEAR STORM EVENT FOR DETENTION SIZING
TOT 4.35
FIL C:\HYDRA\HYE\lOzonel.INC
REM FILE C:\HYDRA\CMD\RITTIO.CMD
' NEW AREA DRAINAGE TO POND
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
CHA• 240, 361, 360, 358, 356 .
NEW ZONE 1
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.529, 0.384, 98, 82, 20, .01, 180
INL 99
DPI 58, 347.10, 347.39, 343.78, 343.06
' HOL CB1
NEW ZONE 2
DPD 0.009, 4, 2, 2,' 0.01, 0.001, 0.9
SCS 0.283, 0.682, 98, 82, 20, .015, 150
INL 99
DPI 42, 349.0, 346.97, 343.47, 342.94
HOL CB2 .
NEW ZONE 3
DPD 0.009, 4, 2, 2, 0.01, 0.0001, 0.9
SCS 0.193, 0.858, 98, 82, 20, .015, 200
INL 99
REC CBl
REC
DPI CB2
73, 349.0, 347.81, 344.37, 344.31
HOL CB3
NEW ZONE 4
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.317, 0.731, 98, 8.2, 20, .015,. 165
INL 99
' DPI 48, 347.0, 344.81, 341.31, 340.66
HOL CB4
NEW ZONE 5
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 1.43, 0.409, 98, 82, 20, .01, 297
INL 99
REC CB3
' REC CB4
DPI 35, 349.0, 344.81, 340.66, 340.55
HOL CB5
NEW DETENTION POND
REC CB5
RED (0/0.73, 10122/0.73)
RES 361, 356, 355, OVER
END
t
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1
1
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~ ~~ ~
C•\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\RITTIO.CMD 6:48 13-Feb-107
CFS
RITTER SUBDIVISION
*** AREA DRAINAGE TO POND Channel
' Long Invert Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel .Cost
1 240 358.00 358.00 3.0 2.00 3.000 0.00 0.00 0.00 0
0.0083 356.00 356.00 4.0 0.00 2.00 0.00 0.00 0.00
-3.000 Froude Number = Undefined
----------------------------------------------------
' Lateral length= 240 Upstream length= 240
*** ZONE 1 Pipe Design
1 Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
2 58 6 0-.0124 343.78 3,32 2.78 0.0 0.7 4.41 0.66 0
343 06 4 33 0 0 0.0 0 71
Lateral length= 58 Upstream length= 58 -
*** ZONE 2 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d1D CFS Cost
3 42 6 0.0126 343.47 5.53 3.49 0.0 0.4 3.88 0.42 0
-----------_342_94--4-03---------O-O---O-O--O_54
Lateral length= 42 Upstream length= 42
*** ZONE 3
Invert
Link Long Diam Slope Up/Dn
4 73 12 0.0008 342.94
342.88
Lateral length=
Depth Min
Up/Dn Cover
6.06 3.85
4.93
73 Up~
Pipe Design
San Sto Vel Design Estimated
Inf Mis d/D CFS Cost
0.0 1.4 1.93 1.39 0
0.0 0.0 0.85
stream length= 173
*** ZONE 4 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
' 5 48 6 0.0135 341.31 5.69 3.61 0.0 0.5 4.14 0.48 0
340.66 4.15 0.0 0.0 0.57
Lateral length= 48 Upstream length= 48
t
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\RITTl0.CMD 6:48 13-Feb-107
CFS
RITTER SUBDIVISION
*** ZONE 5 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
6 35 15 0.0031 340.66 8.34 2.91 0.0 3.6 4.01 3.59 0
340.55 4.26 0.0 0.0 0.68
Lateral length= 35 Upstream length= 256
----------------------------------------------------
Lateral length= 0 Upstream length= 0
*** DETENTION POND Reservoir
Cost Invert ------------~- Maximum .Flow Values -----------------
Link Exfil Up/Dn/Ovr San Inf Sto Mis Design
8 0 361.00 Incoming 0.00 0.00 3.59 0.00 3.59
0 356.00 .Discharge 0.00 0.00 0.73 0.00 0.73
355.00 Overflow 0.00 0.00 0.00 0.00 0.00
Stored 0 0 3953 0 3953
----------------------------------------------------
Lateral length= 0 Upstream .length= 256
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
t =___________~=______________________________________________________________=__
C:\HYDRA\CMD\RITTI0.CMD 6:48 13--Feb--107
NONE
Status of DEFAULTS at start of run.
- Command file C:\HYDRA\CMD\RITTI0.CMD
- Input units are read as USA
-. Warnings are turned OFF
- Output sent to display Brief
- Output sent to printer Off
- Output sent to file : Detailed
- Paper width in inches 8.000
- String to reset printer NOT SET
- String to set printer to compressed NOT SET
I String to set printer to 8 lines/inch NOT SET
I Name of printer NOT SET •
- Print heading at top of page ON
- Number of steps in hydrograph 255
' I Step length in minutes 15
- Significant flow in hydrograph 0.010
- Infiltrat.ion Diurnalization Factor 0.980
I Maximum plot value Selected by HYDRA
- Type of hydrographic plot Compact
I Sanitary flow by Diurnal Curve
- Delay to start of actual storm 0.00
I Rational Method computations OFF
- SCS computations Santa Barbara
' I Continuous simulation computations OFF
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
- Number of allowable diam drops 999
-. Mimimum drop thru manhole 0.000
- Manning°s n Variable
- Routing technique Quick
I Calculate sanitary flows ON
- Calculate infiltration flows ON
-. Calculate misc flows ON
' - Listing of acceptable diameters (Chang ed by the PCO command):
' I 4 6 8 10 12 15 18 21 24 27 30
I 33 36 39 42 45 48 54 60 66 72 78
- 84 90 96 102 108 114 120 132
l: JOB RITTER SUBDIVISION
2: REM STORMWATER DESIGN
1 3: REM - - 10 YEAR STORM EVENT FOR DETENTION SIZING
4: TOT 4.35
Total ra infall 4.35 Inches
5: FIL C:\HYDRA\HYE\10zonel.INC
------START OF SUB-FILE------
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associa tes Page 2
C:\HYDRA\CMD\RITTIO.CMD -• 6:48 13-Feb-107
RITTER SUBDIVISION •
1: HYE 15 0.103 0.103 0.103 0.103 0.103 0.103 0.120 0.120 0.120 0.120 0.
155 + •
2: 0.155 0.155 0.155 0.172 0.172 0.181 0..181 0.201 0.201 0.212 0.
212 0.234. +
3: 0.234 0.245 0.245 0.312 0.312 0.297 0.705 1.824 0.375 0.308 0.
316 0.256 +
4: 0.427 0.227 0.227 0.227 0.227 0.272 0.295 0.180 0.200 0.186 0.
186 0.186 +
1 5: 0.186 0.204 0.204.0.192 0.208 0.191 0.191 0.191 0.191 0.191 0.
191 0.176 +
6: 0.176 0.146 0.142 0.142 0.142 0.142 0.142 0.112 0.101 0.083 0.
072 0.072 +
7: 0.072 0.072 0.072 0.072 0.072 0.072 0.072 0.072 0.072 0.072 0.
072 0.072 +
8: 0.072 0.072 0.072 0.072 0.062 0.062 0.086 0.083 0.083 0.083 0.
08,3 0.083 + 0.0 83
' Step time 15,00 Minutes
'Tota l. in original hyetograph 4.35 Inches
Total volume rain in production hyetograph
Maximum intensity 4.35 Inches
1.82 Inches/Hr
10: RET
-:---- END OF SUB-FILE -- ----
6: REM FILE C:\HYDRA\C MD\RITTIO.CMD
7: NEW AREA DRAINAGE T O POND
8:
9: CHD 6, 0.3, 0.03, 3 , 2, 3, 1.0, 0, 0, 0, 0
10: CHA 240, 361, 360, . 358, 356
Length 240.00 Feet
GrUp 361.00 Feet
GrDn 360.00 Feet
InvUp 358.00 Feet
InvDn 356.00 Feet
Link number 1
@Addin g Diurnal into Desi gn
@Addin g Event into Design
Average Design Flow 0.00 CuFt/Sec
CHD Maximum velocity 6.0000 FPS
• •
CHD Minimum velocity 0.3000 FPS
CHD Mannings "n" 0.0300
• CHD Left side slope 3.0000
CHD Bottom width : 2.00 Feet
CHD Right side slope 3.0000
CHD Minimum freeboard 1.0000 Feet
CHD Exfiltration O.000O IPH
Single parameter only and must be greater than zero
Channel Slope 0.00833
Design flow 0.00 Cuft/Sec
- Depth of flow 0.00 Inches
~ 0.00 Feet
Velocity 0.0000000 Ft/Sec
Travel time 0.00 Minutes
' Width of surface 2.00 Feet
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 3
C:\HYDRA\CMD\RITTI0.CMD 6:48 13-Feb-107
RITTER SUBDIVISION
11:
12: NEW ZONE 1
13: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter
Minimum depth.:
Minimum cover
Minimum velocity
Minimum slope
D/d .
Maximum diameter
14: SCS 0.529, 0.384, 98, 82, 20, .Ol, 180
Computed concentration time
Total Time of Concentration
Total rainfall falling on impervious
Impervious runoff
Portion off impervious
Peak CFS rainfall falling on impervious
Peak CFS runoff from impervious
Equivalant "C" off impervious
Total rainfall falling on pervious
Pervious runoff
Portion off pervious
Peak CFS rainfall falling on pervious
Peak CFS runoff from pervious
Equivalant "C" off pervious
Total rainfall falling on segment
Total segment runoff
Portion off segment
1 Peak CFS rainfall falling on segment
Peak CFS runoff from segment
Equivalant "C" off segment
15: INL 99
16: DPI 58, 347.10, 347.39, 343.78, 343.06
Length
Ground elevation up
Ground elevation down
1 Invert elevation up
Invert elevation down
Minimum diameter
Lump sum cost
ManningsN
MinSlope ;
0.00900
4.00 Inches
2.00 Feet
2.00 Feet
0.0100 Feet/Sec
0.00100
0.9000
132.00 Inches
1.50 Minutes
1.50 Minutes
3207.62 CuFt
3032.29 CuFt
94.53 0
0.37 CuFt/Sec
0.34 CuFt/Sec
0.91
5145.56 CuFt
2960.95 CuFt
57.54
0.60 CuFt/Sec
0.3.2 CuFt/Sec
0.54
8353.17 CuFt
5993.24 CuFt
71.75 $
0.97 CuFt/Sec
0.66 CuFt/Sec
0.68
58.00 Feet
347..10 Feet
347.39 Feet
343.78 Feet
343.06 Feet
4.OO Inches
0.00 Dollars
0.00900
0.00100
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 4
C:\HYDRA\CMD\RITTI0.. CMD 6:48 13-Feb-107
RITTER SUBDIVISION
t
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
1.7: HOL CB1
Link number
Average Design Flow
Storm flow (no SF)
Design flow including SF
Combined SF
Design diameter
Invert elev up
Invert elev down
Slope
Depth of fluid in pipe
d/D .
Partial flow velocity
2
0.00 CuFt/Sec
0.663 Cuft/Sec
0.663 Cuft/Sec
1.000
6.00 Inches
343.78 Feet
343.06 Feet
0.0124
4.26 Inches
0.710
4.409 Feet/Sec
Tag CB1
Link 2
From line 17
In file C:\HYDRA\CMD\RITT10
Sent to Hold_[1]
18:
19: NEW ZONE 2
20: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter
Minimum depth
Minimum cover
Minimum velocity
Minimum slope
D/d
Maximum diameter
21: SCS 0.283, 0.682, 98, 82, 20, .015, 150
Computed concentration time
Total Time of Concentration
Total rainfall falling on impervious
Impervious runoff
Portion off impervious
Peak CFS rainfall falling on impervious
Peak CFS runoff from impervious
Equivalant "C" off impervious
Total rainfall falling on pervious
Pervious runoff
Portion off pervious
Peak CFS rainfall falling on pervious
0.00900
4.00 Inches
2.00 Feet.
2.00 Feet
0..0100 Feet/Sec
0.00100
0:9000
132.00 Inches
1.02 Minutes
1.02 Minutes
3047.66 CuFt
2881.52 CuFt
94.55 ~
0.35 CuFt/Sec
0.33 CuFt/Sec
0'.93
1421.05 CuFt
817.91 CuFt
57.56 ~
0.17 CuFt/Sec
L
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 5
C:\HYDRA\CMD\RITTI0.CMD 6:48 13-Feb-107
. RITTER SUBDIVISION
Peak CFS runoff from pervious 0.0918 CuFt/Sec
Equivalant "C" off pervious 0.55
Total rainfall falling on segment 4468.71 CuFt
Total segment runoff 3699.43 CuFt
Portion off segment 82.79 ~
Peak CFS rainfall falling on segment .: 0.52 CuFt/Sec
Peak CFS runoff from segment 0:42 CuFt/Sec
Equivalant "C" off segment 0.81
22: INL 99
23: DPI 42, 349.0, 346.97, 343.47, 342.94
Length 42.00 Feet
Ground elevation up 349.00 Feet
Ground elevation down 346.97 Feet
Invert elevation up 343.47 Feet
Invert elevation down 342.99 Feet
Minimum diameter 4.00 Inches
_ Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
Link number 3
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) - 0.423 Cuft/Sec.
Design flow including SF 0.423 Cuft/Sec
Combined SF 1.000
Design diameter 6.00 Inches
Invert elev up 343.47 Feet
Invert elev down 342.94 Feet
Slope 0.012 6
Depth of fluid in pipe 3.24 Inches
d/D 0.540
Partial flow velocity 3.878 Feet/Sec
24: HOL CB2
Tag CB2
Link 3
From line 24 .
In file C:\HYDRA\CMD\RITT10
Sent to Hold[2]
25:
26: NEW ZONE 3
27: DPD 0.009, 4, 2, 2, 0.01, 0.0001, 0.9
[~
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 6
C:\HYDRA\CMD\RITTI0.CMD 6:48 13-Feb-107
RITTER SUBDIVISION
Mannings n
0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
'
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.000100
D/d 0.9000
Maximum diameter 132.00 Inches
28•: SCS 0.193, 0.858, 98, 82, 20, .015, 200
Computed concentration time 1.36 Minutes
Total Time of Concentration 1.36 Minutes
Total rainfall falling on impervious 2614.81 CuFt
Impervious runoff 2472.00 CuFt
Portion off impervious 94.54 g
Peak CFS rainfall falling on impervious
Peak CFS runoff from impervious 0.30
0.28 CuFt/Sec
CuFt/Sec
Equivalant "C" off impervious 0.92
Total rainfall falling on pervious 432.75 CuFt
• Pervious runoff 249.04 ,CuFt
Portion off pervious 57.55 ~
~
Peak CFS rainfall falling on pervious 0.0504
CuFt/Sec
Peak CFS runoff from pervious 0.0274 CuFt/Sec
Equivalant "C" off pervious 0.54
Total rainfall falling on segment :_ 3047.57 CuFt
Total segment runoff 2721.04 CuFt
I Portion off segment 89.29 ~
Peak CFS rainfall falling on segment 0.35 CuFt/Sec
Peak CFS runoff from segment 0.31 CuEt/.Sec
Equivalant "C" off segment 0.86
29: INL 99
30: REC CBl
Hold[Num]
1
Looking up record number 2
31: REC CB2
Hold[Num] 2
Looking up record number 3
1 32: DPI 73, 349.0, 347.81, 344.37, 344.31
Length 73.00 Feet
Ground elevation up 349..00 Feet
• Ground elevation down 347.81 Feet
Invert elevation up 344.37 Feet
Invert elevation down 344.31 Feet
Minimum diameter 4.00 Inches
G
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 7
C:\HYDRA\CMD\RTTTI0
CMD - 6:48 13-Feb-107
.
1 RITTER SUBDIVISION
Lump sum cost : 0.00 Dollars
• ManningsN 0.00900
MinSlope 0.000100
Link number 4
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 1.392 Cuft/Sec
Design flow including SF 1.392 Cuft/Sec
Combined SF : 1.000
Drop to comply with Match Point criteria 1.43 Feet
•Design diameter 8.00 Inches.
Invert elev up 342.94 Feet
Invert elev down 342.88 Feet
Slope. : 0.000822.
Depth of fluid in pipe
d/D 6.20 Inches
0.850
Partial flow velocity 1..931 Feet/Sec
33: HOL CB3
• Tag, CB3
Link 4
From line 33
In file C:\HYDRA\CMD\RITT10
Sent to Hold[1]
34:
35: NEW ZONE 4
36: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet.
• Minimum cover : 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
' D/d
Maximum diameter 0.9000
132.00 Inches •
37: SCS 0.317, 0.731,- 98, 82, 20, .015, 165
Computed concentration time 1.12 Minutes
• Total Time of Concentration 1.12 Minutes
Total rainfall falling on impervious 3659.09 CuFt
Impervious runoff 3459.50 CuFt
Portion off impervious
: 94.55-%
1 .
Peak CFS rainfall falling on impervious 0.43 CuFt/Sec
Peak CFS runoff from impervious 0.40 CuFt/Sec
Equivalant "C" off impervious 0.93
Total rainfall falling on pervious 1346,50 Cuk't
n
n
1
C:\HYDRA\CMD\ ~ HYDRA Version 5.85
j.w.morrissette & associates Page S
C:\HYDRA\CMD\RITTI0,CMD 6:48 13-Feb-107
RITTER SUBDIVISION
Pervious runoff 774..97 CuFt
Portion off pervious 57.55 ~
Peak~CFS rainfall falling on pervious 0.16 CuFt/Sec
Peak CFS runoff from pervious 0.0864 CuFt/Sec
Equivalant "C" off pervious 0.55
Total rainfall falling on segment : , 5005.59 CuFt
Total segment runoff 4234.97 CuFt
Portion off segment 84.59 $
Peak CFS rainfall falling on segment 0.58 CuFt/Sec
Peak CFS runoff from segment .0.48 CuFt/Sec
Equivalant "C" off segment 0.83
38: INL 99
39: DPI 48, 347.0, 344.81, 341.31, 340.66
Length 48.00 Feet
Ground elevation up 347.00 Feet
Ground elevation down .: 344.81 Feet
Invert elevation up 341.31 Feet
Invert elevation down 340.66 Feet
Minimum diameter 4.00 Inches
Lump sum cost 0.00 Dollars
ManningsN 0.009 00
MinSlope 0.001 00
Link number 5
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design .
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) : 0.482 Cuft/Sec
Design flow including SF 0.482 Cuft/Sec
Combined SF 1.000
Design diameter 6.00 Inches
Invert elev up': 341.31 Feet
Invert elev down 340.66 Feet
Slope 0.013 5
Depth of fluid in pipe 3.42 Inches
d/D 0.570
Partial flow velocity 4.140 Feet/Sec
40: HOL CB4
Tag CB4
Link 5
From line 40
In file C:\HYDRA\CM D\RITT10
Sent to Hold[2]
41:
42: NEW ZONE 5
43: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
'
C:\HYDRA\CMD\ HYDRA Version 5.85
. j.w.morrissette & associates Page 9
_________________________________°__=______=====Y===
C:\HYDRA\CMD\RITTlO.CMD ==_=______ ___°______=_____
6.48 13-Feb-107
RITTER SUBDIVISION
:Mannings n 0.00900
Minimum diameter : 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity : 0.01.00 Feet/Sec
Minimum slope 0.00100
D/d ; 0.9000
Maximum diameter : 132.00 Inches
44: SCS 1.43, 0.409, 98, 82, 20, .Ol, 297
Computed concentration time.: 2.47 Minutes
Total Time. of Concentration : 2.47 Minutes
Total rainfall falling on impervious 9235.39 CuFt
Impervious runoff 8727,77 CuFt
Portion off impervious
Peak CFS rainfall falling on impervious 94.50
1.08 ~
CuFt/Sec
Peak CFS runoff from impervious 0.93 CuFt/Sec
Equivalant "C" off impervious 0'.86
Total rainfall falling on pervious.: 13345.03 CuFt
Pervious runoff 7675.70 CuFt
Portion off pervious : 57.52 ~
Peak CFS rainfall falling on pervious 1.55 CuFt/Sec
Peak CFS runoff from pervious 0.79 CuFt/Sec
Equivalant "C" off pervious 0.51
Total rainfall falling on segment 22580.41 CuFt
Total segment runoff 16403.47 CuFt
' Portion off segment 72.64 0
Peak CFS rainfall falling on segment 2.63 CuFt/Sec
Peak CFS runoff from segment 1.72 CuFt/Sec
Equivalant "C" off segment 0.65
45: INL 99
1 46• REC CB3
Hold[Num] '
1
Looking up record number 4
47: REC CB4
Hold[Num]
2
Looking up record number 5
48: DPI 35, 349.0, 344.81, 340.66, 340.55
Length 35.00 Feet
Ground elevation up 349.00 Feet
Ground elevation down 344.81 Feet
' Invert elevation up 340.66 Feet
Invert elevation down 340.55 Feet
Minimum diameter 4.00 Inches
t
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 10
C:\HYDRA\CMD\RITTI0.CMD _ 6:48 13-Feb-107
RITTER SUBDIVISION
.Lump sum. cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
Link number 6
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 3.594 Cuft/Sec
Design flow including SF 3.594 Cuft/Sec
Combined SF 1.000
Design diameter 10.00 Inches
Invert elev up 340.66 Feet
Invert elev down 340.55 Feet
Slope 0.003 14
Depth of fluid in pipe.: 8.20. I nches
d/D 0.680
Partial flow velocity 4.00? Feet/Sec
49: HOL CB5
50:
51: NEW DETENTION POND
52: REC CB5
Tag ; CB5
Link 6
From line 4.9
In file C:\HYDRA\CMD\RITT10
Sent to Hold[1]
Hold[Num] 1
Looking up record number 6
53: RED (0/0.73, 10122/0.73)
54: RES 361, 356, 355, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 361.00 Feet
Outlet elevation 356.00 Feet.
Link number 7
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 3.594 Cuft/Sec
Design flow including SF 3.594 Cuft/Sec
Combined SF 1.000
55: END
t
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 11
C:\HYDRA\CMD\RITTl0.CMD 6:48 13-Feb-107
RITTER SUBDIVISION
------ S U M M A R Y O F A N A L Y S I S------
Run number on command file 1
Number of links 8
Number of hydrographs 49
Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 2.75 Acres
Number of pumps 0
Number of reservoirs 1
Number of diversion structures 0
Number of inlets : 5
Length of new pipe 256.00 Feet
Length of existing pipe 0.00 Feet
Length of channel 240.00 Feet
Length of gutter 0.00 Feet
Length of transport units 0.00 Feet
Length of pressure pipe 0.00 Feet
Closing DBF and NDX Files
2 YEA STS
II~~J'I' C ~I.~
JOB RITTER SUBDIVISION ,
REM STORMWATER DESIGN
REM --- 2 YEAR STORM EVENT FOR TREATMENT SIZING
TOT 2.80
FIL C:\HYDRA\HYE\2ZONEI.INC
REM FILE C:\HYDRA\CMD\RITT2.CMD
NEW AREA DRAINAGE TO POND
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
CHA 240, 361, 360, 358, 356
NEW ZONE l
DPD 0.009, 4, ~2, 2, 0.01, 0.001, 0,9
SCS 0.529, 0.384, 98, 82, 20, .01, 180
INL 99
DPI 58, 347,10, 397.39, 343.78, 343.06
HOL CB1
NEW ZONE 2 '
DPD 0.009, 4, 2, 2, .0.01, 0.001, 0.9
SCS 0.283, 0.682, 98, 82, 20, .015, 150
INL 99
DPI 42, 349.0, 346.97, 343.47, 342.94
HOL CB2
NEW ZONE 3
DPD 0.009, 4, 2, 2, 0.01, 0.0001, 0.9
SCS 0.193, 0.858, 9$, 82, 20, .OlS, 200
INL 99
REC CB1
REC CB2
DPI 73, 349.0, 347.81, 344.37, 344.31
HOL CB3
NEW ZONE 4
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.317, 0.731, 98, 82, 20, .015, 165
INL 99
DPI 48, 347.0, 344.81, 341.31, 340.66
HOL CB4
NEW ZONE 5
DPD 0,009, 4, 2,2,.0.01, 0.001, 0.9
SCS 1.43, 0.409, 98, 82, 20, .01, 297
INL 99
REC CB3
REC CB4
DPI 35, 349.0, 344.81, 340.66, 340.55
HOL CB5
NEW DETENTION POND
REC CB5
RED (0/0.73, 10122/0.73)
RES 361, 356, 355, OVER ,
END
1
1
i
1
1
1
1
1
1
1 ~ ~~
C:\HYDRA\CMD\ HY DRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\RITT2.CMD==^==_== ===r__ ____________ ~=u-===- __-- ===6:25 13-Feb-107
CFS
BITTER SUBDIVISION
*** I
AREA DRA
NAGE TO POND Channel
Long Invert Surf FreBr d Width Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
1 240 358.00 358.00 3. 0 2.00 3.000 0.00 0.00 0.00 0
' 0.0083 356.00 3.56.00 4. 0 0.00 2.00 0.00 0.00 0.00
----------
-------
------- 3.000
-----
-- Froude Number = Undefined
' -
Lateral length=
240 ----
Upstream ------------
length= ----
240 .
** ZONE 1 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
2 58 4 0.0124 343.78
343.06 3.32
4.33 .2.96 0.0
0.0 0.3
0.0 3.63
0.87 0.30 0
Lateral length= 58_ Upstream length= 58
*** ZONE 2 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
3 42 4 0.0126 343.47 5.53 3.67 0.0 0.2 3.39 0.23 0
• 342.94 --4,03- -_-_----0~0- --0_0-- 0_71
-
Lateral length= 42 Upstream length= 42
' *** ZONE 3 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
4 73 10 0.0008 342.94 6.06 4.03 0.0 0.7 1.63 0.70 0
• 342.88 4'.93 0.0 0.0 0.74
Lateral. length= 73 Upstream length- 173
*** ZONE 4 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link .Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
5 48 4 0.0135 341.31 5.69- 3.79 0.0 0.3 3.65 0.26 0
340.66
------------------ 4.15
------- 0.0
----
-
- 0.0
- 0.77
-
t
Lateral length=
48 --
---
-
Upstream ------
length= --
-- ---
48
C:\HYDRA\CMD\ HYDRA Version 5.85
j_w_morrissette-&_associates'__ __
_ _______ ____--__ r^_-_'__Page__-_2
C:\HYDRA\CMD\RITT2.CMD __ 6:25 13-Feb-107
_ CFS
R ITTER SUBDIVISION
*** ZONE 5 Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
t 6 35 10 0.0031 340.66 8.34 3.36 0.0 1.7 3.38 1.75 0
f 340.55 4.26 0.0 0.0 0.89
Lateral
length_ 35 Upstreamrlength_ 256
-
_
Lateral length= -
_--
0 __-_
---
Upstream length= -
0,
*** DETENTION POND Reservoir
Cost Invert ---------- ----Maximum Flow Values ---__ ____________
Link Exfil Up/Dn/Ovr San Inf Sto Mis Design
8 0 361.00 Incoming 0.00 0.00 1.75 0.00 1.75
0 356.00 Discharge 0.00 0.00 0.73 0.00 0.73
355.00 Overflow 0..00 0.00 0.00 0.00 0.00
Stored 0 0 918 0 918
L
l l
th=
t 0 st
l
U
th= 256
era
eng
a p
ream
eng
1
1
1
1
1
I
1
I
1
1
1
1
I
1
1
i
C•\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\RITT2.CMD 6:50 13-Feb-107
i
e
NONE
Status of DEFAULTS at start of run.
I Command file C:\HYDRA\CMD\RITT2.CMD
I Input units are read as USA
I Warnings are :turned ~ OFF
I Output sent to display : Brief
I Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I Strinq to reset printer NOT SET
I String to set printer to compressed NOT SET
I String to set printer to 8 lines/inch NOT SET
I Name of printer NOT SET
I Print heading at top of page ON
I Number of steps in hydrograph 255
i Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
I Maximum plot value Selected by HYDRA
I Type of hydrographic plot Compact
I Sanitary flow by Diurnal Curve
I Delay to start of actual storm 0.00
I Rational Method computations OFF
I SCS computations Santa Barbara
Continuous simulation computations OFF
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable diam dxops 999
i Mimimum drop thru manhole 0.000
I Manning's n Variable
Routing technique Quick
I Calculate sanitary flows ON
Calculate infiltration flows ON
I Calculate misc flows ON
I Listing of acceptable diameters (Changed by the PCO command):.
I 4 6 8 10 12 15 18 Zl 24 27 30
I 33 36 39 42 45 48 54 60. 66 72 78
I 84 90 96 102 108 114 120 132
l: JOB BITTER SUBDIVISION
2: REM STORMWATER DESIGN
3: REM --- 2 YEAR STORM EVENT FOR TREATMENT SIZING
4: TOT 2.80
Total rainfall 2.80 Inches
5: FIL C:\HYDRA\HYE\2ZONEI.INC
------START OF SUB-FILE------
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\RITT2.CMD 6:50 13-Feb-107
RITTER SUBDIVISION '
1: HYE 15 0.015 0.015 0.015 0.015 0.015 0.015 0.018 0.022
0.027 +
2: 0.027 0.035 0.046 0.058 0.058 0.069 0.077 0.081
0.081 +
3: 0.090 0.090 0.094 0.094 0.104 0.122 0.128 0.128
0.232 +
4: 0.121 0.316 0.455 1.181 0.103 0.287 0.287 0.198
0.192 +
5: 0.304 0.237 0.169 0.135 0.237 0.169 .0.193 0.198
0.138 +
6: 0.138 0.124 0.124 0.124 0.124 0.155 0.155 0.153
0.153 +
7:" 0.153 0.142 0.131 0.120 0.131 0.100 0.096 0.096
0.096 +
8: 0.096 0.096 0.086 0.075 0.075 0.069 0.069 0.069
0.069 +
9: 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.069
0.069 +
10: 0.061 0.061 0.061 0.061 0.061 0.061 0.061 0.061
0.061 +
11: 0.061 0.061 0.061 0.061 0.061 0.061 + RET
Step time 15.00 Minutes
Total in original hyetograph 2.80 Inches
Total volume rain in production hyetograph 2.80 Inches
Maximum intensity 1.18 Inches/Hr
------ END OF SUB-FILE ------
6: REM FILE C:\HYDRA\CMD\RITT2.CMD
7: NEW AREA DRAINAGE TO POND
8:
9: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
10: CHA 240, 361, 360, 358, 356
.Length 240.00 Feet
GrUp : 361.00 Feet
GrDn 360.00 Feet
InvUp 358.00 Feet
InvDn 356.00 Feet
Link number 1
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
CHD Maximum velocity 6.0000 FPS
CHD Minimum velocity : 0.3000 FPS
CHD Mannings "n" 0.0300
CHD Left side slope : 3.0000
• CHD Bottom width 2.00 Feet .
_ CHD Right side slope 3.0000
CHD Minimum freeboard 1.0000 Feet
CHD Exfiltration 0.0000 IPH
Single parameter only and must be greater than zero
Channel Slope 0.00833
Design flow ~ 0.00 Cuft/Sec
C:\HYDRA\CMD\ HYDRA Version 5.85
j~w~morrissette
&
associates
~
~
~ Page
3
-
-
_--_
_^^--__'
_
--_-___-
C:iHYDRA\CMD\RITT2.CMD -__-
--____--_L_-___--
6;50 13-Feb-107
RITTER SUBDIVISION
Depth of flow : 0.00 Inches
0.00 Feet
Velocity 0.0000000 Ft/Sec
Travel time 0.00 Minutes
Width of surface 2.00 Feet
11:
12: NEW ZONE 1
•
2, 0.01, 0.001, 0.9
13: DPD 0.009, 4, 2,
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet.
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
' Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
' 14: SCS 0.529,.0.384, 98, 82, 20, .Ol, 180
Computed concentration time 1.50 Minutes
Total Time of Concentration 1.50 Minutes
Total rainfall falling on impervious 2064.67 CuFt
Impervious runoff 1893.33 CuFt
Portion off impervious 91.70 g
Peak CFS rainfall falling on impervious 0.24 CuFt/Sec
' Peak CFS runoff from impervious 0.21 CuFt/Sec
Equivalant "C" off impervious 0.85
Total rainfall falling on pervious '3312.08 CuFt
Pervious runoff 1445.83 CuFt
' Portion off pervious 43.65 ~
Peak CFS rainfall falling on pervious 0.39 CuFt/Sec
Peak CFS runoff from pervious 0.0911 CuFt/Sec
' Equivalant "C" off pervious : 0.23
Total rainfall falling on segment 5376.76 CuFt
Total segment runoff .3339.16 CuFt
Portion off segment 62.10
Peak, CFS rainfall falling on segment 0.63 CuFt/Sec
Peak CFS runoff from segment 0.30 CuFt/Sec
Equivalant "C" off segment 0..47
15: INL 99
16: DPI 58, 347.10, 347.39, 343.78,. 343.06
Length 58.00 Feet.
Ground elevation up
Ground elevation down 347.10 Feet
347.39 Feet
Invert elevation up 343.78 Feet
1
ii
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 4
C:\HYDRA\CMD\RITT2.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
_ Invert elevation down
' Minimum diameter
Lump sum cost
ManningsN
MinSlope
Link number
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
17: HOL CB1
Average Design Flow
Storm flow (no SF~
Design flow including SF
Combined SF
Design diameter
Invert elev up
Invert elev down
Slope
Depth of fluid in pipe
d/D
Partial flow velocity
343.06 Feet
4.00 Inches
0.00 Dollars
0.00900
0.00100
. 2
0.00 CuFt/Sec
0.297 Cuft/Sec
0.297 Cuft/Sec
1.000
4.00 Inches
343.78 Feet
343.06 Feet
0.0124
3.48 Inches
0.870
3.627 Feet/Sec
Tag :'CB1
Link 2
From line 17
In file C:\HYDRA\CMD\RITT2
Sent to Hold[1]
18:
19: NEW ZONE 2
20: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n
Minimum diameter
Minimum depth
Minimum cover
Minimum velocity
Minimum slope
D/d
Maximum diameter
21: SCS 0.283, 0.682, 98, 82, 20, .015, 150
Computed concentration time
Total Time of Concentration
Total rainfall falling on impervious
Impervious runoff
Portion off impervious
Peak CFS rainfall falling on impervious
Peak CFS runoff from impervious
Equivalant "C" off impervious
0.00900
4.00 Inches
2.00 Feet
2.00 Feet
0.0100 Feet/Sec
0.00100
0.9000
132.00 Inches
1.02 Minutes
1.02 Minutes
1961.71 CuFt
1799.26 CuFt
91.72
0.23 CuFt/Sec
0.20 CuFt/Sec
0.88
11
C:\HYDRA\CMD\ HYDRA Version 5.85
. j.w.morrissette & associates Page 5
CMD
\HYDRA\CMD\RITT2
C 6:50 13-Feb-107
.
:
RITTER SUBDIVISION
Total rainfall falling on pervious
914.70 CuFt
Pervious runoff 399.42 CuFt
Portion off pervious 43.67 s
Peak CFS rainfall falling on pervious 0.11 CuFt/Sec
' Peak CFS runoff from pervious 0.0262 CuFt/Sec
Equivalant "C" off pervious 0.24
Total rainfall falling on segment ..: 2876.4.1 CuFt
Total segment runoff 2198.68 CuFt
Portion off segment 76.44 ~
Peak CFS rainfall falling on segment 0.34 CuFt/Sec
Peak CFS runoff .from segment : 0.23 CuFt/Sec
1 Equivalant "C" off segment : 0.68
22: INL 99
23: DPI 42, 349.0, 346.97, 343.47, 342.94
Length 42.00 Feet
Ground elevation up 349.00 Feet
' Ground elevation down :
Invert elevation up 346.97 Feet
343.47 Feet
Invert elevation down 342.94 Feet
Minimum diameter : 4.00 Inches
Lump sum cost 0.00 Dollars
' ManningsN 0.00900
MinSlope 0.00100
Link number 3
' @Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
~ Average Design Flow ~ 0.00 CuFt/Sec
1 Storm flow (no SF) 0.228 Cuft/Sec
Design flow including SF 0.228 Cuft/Sec
Combined SF 1.000
Design diameter 4.00 Inches
Invert elev up 343.47 Feet
Invert elev down 342.94 Feet
Slope 0.0126
Depth of fluid in pipe 2.84 Inches
d/D 0.710
Partial flow velocity 3.393 Feet/Sec
24: HOL CB2
25:
26: NEW ZONE 3
Tag CB2
Link 3
From line 24
In file C:\HYDRA\CMD\RITT2
Sent to Hold[2]
85
i
C:\HYDRA\CMD\ on 5.
HYDRA Vers
j.w.morrissette & associates Page 6
C:\HYDRA\CMD\RITT2.CMD 6:50 13'Feb-107
RITTER SUBDIVISION
27: DPD 0.009, 4, 2, 2, 0.01, 0.0001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity D.O100 FeetlSec
Minimum slope 0.000100
D/d 0.9000
Maximum diameter 132.00 Inches
28: SCS 0.193, 0.858, 98, 82, 20, .015, 200
' Computed concentration time 1.36 Minutes
Total Time of Concentration 1.36 Minutes
Total. rainfall falling on impervious 1683.10 CuFt
Tmpervious runoff 1543.51 CuFt
Portion off impervious 91.71 g
Peak CFS rainfall falling an impervious 0..20 CuFt/Sec
Peak CFS runoff from impervious 0.17 CuFt/Sec
Equivalant "C" off impervious 0.86
Total rainfall falling on. pervious 278.55 CuFt
.Pervious runoff 121.61 CuFt
Portion off pervious 43.66 ~
' Peak CFS rainfall falling on pervious 0.0327 CuFt/Sec
Peak CFS runoff from pervious 0.00775 CuFt/Sec
Equivalant "C" off pervious 0.24
Total rainfall falling,on segment 1961.65 CuFt
' Total segment runoff 1665.12 CuFt
Portion off segment 84.88 $
Peak CFS rainfall falling on segment 0.23 Cu Ft/Sec
Peak CFS .runoff from segment 0.18 CuFt/Sec
Equivalant "C'! off segment 0.77.
29: INL 99
30: REC CB1
Hold[Num] 1.
Looking up record number 2
31: REC CB2
Hold[Num~ 2
Looking up record number 3
32: DPI 73, 349.0, 347.81, 344.37, 344.31
Length 73.00 Feet
' Ground elevation up
Ground elevation down 349.00 Feet
347.81 Feet
Invert elevation up 344.37 Feet
Invert elevation down 394.31 Feet
C: HYDRA\CMD\ HYDRA Version 5.85
j,w.morrissette & associates Page. 7
C:\HYDRA\CMD\RITT2.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
' Minimum diameter 4.00 Inches
Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.000100
1
Link number 4
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 0.702 Cuft/Sec
Design flow including SF c 0.702 Cuft/Sec
Combined SF 1.000
Drop to comply with Match Point criteria 1.43 Feet
Design diameter 10.00 Inches
Invert elev up 342.94 Feet
Invert elev down 342.8$ Feet
- Slope 0.000822
Depth of fluid in pipe 7.40 Inches
' ~ ~ d/D 0.740
Partial flow velocity 1.626 Feet/Sec
33: HOL CB3
Tag CB3
'
Link 4
From line 33
In file C:\HYDRA\CMD\RITT2
Sent to Hold[1]
34:
35: NEW ZONE 9
1
36:.DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4'.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
• Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
' D/d 0.9000
Maximum diameter 132.00 Inches
37: SCS 0.317, 0.731, 98, 82, 20, .015, 165
' Computed concentration time 1.12 Minutes
Total Time of Concentration 1.12 Minutes
Total rainfall falling on impervious 2355.27 CuFt
Impervious runoff 2160.14 CuFt
Portion off impervious 91.72 0
Peak CFS rainfall falling on impervious : 0.28 CuFt/Sec
Peak CFS runoff from impervious 0.24 CuFt/Sec
Equivalant "C" off impervious 0.87
HYDRA Version 5.85
C:\HYDRA\CMD\
j.w.morrissette & associates Page 8
C:\HYDRA\CMD\RITT2.CMD ~ 6:50 13-Feb-107
RITTER SUBDIVISION
Total rainfall falling on pervious 866.71 CuFt
Pervious runoff 378.44 CuFt
Portion off pervious 43.66 $ •
Peak CFS rainfall falling on pervious 0.10 CuFt/Sec
Peak CFS runoff from pervious 0.0246 CuFt/Sec
Equivalant "C" off pervious 0.24
Total rainfall falling on segment 3221.99 CuFt
Total segment runoff 2538.58 CuFt
Portion off segment 78.79 ~
Peak CFS rainfall falling on segment 0.38 CuFt/Sec
Peak CFS runoff from segment 0.26 CuFt/Sec
Equivalant "C" off segment 0.70
38: INL 99
39: DPI 48, 347.0, 344.81, 341.31, 340.66
Length 48.00 Feet
Ground elevation up 347.00 Feet
Ground elevation down 344.81 Feet
Invert elevation up 341.31 Feet
Invert elevation down 340.66 Feet
Minimum diameter 4.00 Inches
Lump sum cost 0.00 Dollars
ManningsN 0.00900
MinSlope 0.00100
' Link number 5
@Adding Sto into Event
@Adding Diurnal into Design
' @Adding Event into Design
Average Design Flow
0.00 CuFt/Sec
Storm flow (no SF) : 0.265 Cuft/Sec
Design flow including SF 0.265 Cuft/Sec
• Combined SF 1.000
Design diameter 4.00 Inches
Invert elev up 341.31 Feet
' Invert elev down .340.66 Feet
Slope 0.0135
Depth of fluid in pipe 3.08 Inches
d/D '0.770
' Partial flow velocity 3.645 Feet/Sec
40: HOL CB4
' Ta,g :~ CB4
Link 5
From line 40
In file C:\HYDRA\CMD\RITT2
Sent to Hold[2]
41:
42: NEW ZONE 5
C:\HYDRA\CMD\
. .HYDRA Version 5.85
j.w.morrissette & associates Page 9
' C:\HYDRA\CMD\RITT2.CMD - _ ^' - -^6:50 13-Feb-107
RITTER SUBDIVISION
43: DPD 0.009, 4, 2,, 2, 0.01, 0.001; 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00- Feet
Minimum velocity 0.0100 Feet/Sec
• Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
44: SCS 1.43, 0.409, 98, 82, 20, .Ol, 297
• Computed concentration time 2.47 Minutes
Total Time of Concentration 2.47 Minutes
Total rainfall falling on impervious.; 5944.62 CuFt
Impervious runoff 5449.20 CuFt
' Portion off impervious 91.67 0
Peak CFS rainfall-falling on impervious .0.70 CuFt/Sec
Peak CFS runoff from impervious 0.56 CuFt/Sec
Equivalant "C" off impervious ; 0.8.1
.Total rainfall falling on pervious : 8589.90 CuFt
Pervious runoff 3747.43 CuFt
• Portion off pervious 43.63 ~
Peak CFS rainfall falling on pervious 1.01 Cu Ft/Sec
Peak CFS runoff from pervious : 0.22 CuFt/Sec
Equivalant "C" off pervious 0.22
Total rainfall falling on segment 14534.52 CuFt
1 Total segment runoff .9196.63 CuFt
Portion off segment 63.27 0
Peak CFS rainfall falling on segment ~ 1.70 CuFt/Sec
Peak CFS runoff from segment 0.78 CuFt/Sec
Equivalant "C" off segment 0.46
1 45: INL 99
46: REC CB3
Hold[Num] 1
Looking up record number : 4
r 47: REC CB,4
Hold[Num] 2
Looking up record number 5
'
48: DPI 35, 349.0, 344.81, 340.66, 340.55
Length 35.00 Feet
Ground elevation up 349.00 Feet.
Ground elevation down 344.81 Feet
Invert elevation up 340.66 Feet
Invert elevation down : 340.55 Feet
C:\HYDRA\CMD\ _ HYDRA Version 5.85
j.w.morrissette & associates Page 10
------------------------------
C:\HYDRA\CMD\RITT2.CMD 6:50 13-Feb-107
RITTER SUBDIVISION
Minimum diameter
Lump sum cost
ManningsN
MinSlope
Link number
@Adding Sto into Event '
@Adding Diurnal into Design
@Adding Event into Design
49: HOL CB5
50:
51: NEW DETENTION POND
52; REC CB5
4.00 Inches
0.00 Dollars
0.00900
0.00100
6
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) : 1.750 Cuft/Sec
Design flow including SF 1.750 Cuft/Sec
Combined SF 1.000
Design diameter 10.00 Inches
Invert elev up 340.66 Feet
Invert elev down': 340.55 Feet
Slope, 0.003 14
Depth of fluid in pipe 8.90 Inches
d/D 0.890
Partial flow velocity 3.380 Feet/Sec
Tag CB5
Link 6
From line 49
In file C:\HYDRA\CM D\RITT2
Sent to Hold[l~
Hold[Num~ 1
Looking up record number 6
53: RED (0/0.73, 1012210.73)
54: RES 361, 356, 355, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 361.00 Feet
Outlet elevation 356.00 Feet
Link number 7
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF} 1.750 Cuft/Sec
Design flow including SF 1.750 Cuft/Sec
Combined SF 1.000
55: END
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 11
C:\HYDRA\CMD\RTTT2.CMD^ 6:50 13-Feb-107
RITTER SUBDIVISION
------ S U M M A R Y O F A N A L Y S I S------
Run number on command file 1
Number of links 8
Number of hydrographs 49
Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 2.75 Acres
Number of pumps 0
Number of reservoirs 1
Number of. diversion structures 0
Number of inlets 5
Length of new pipe 256.00 Feet
Length of existing pipe 0.00 Feet
Length of channel 240.00 Feet
Length of gutter 0.00 -Feet
Length of transport units 0.00 Feet
Length~of pressure pipe :. 0.00 Feet
Closing DBF and NDX Files
1
1
1
1
1
1
1
1
1
1
i
1
1
ST INJ'I' I~IAl~ FIDE
JOB RITTER SUBDIVISION
REM STORMWATER DESIGN
REM --- 2 YEAR STORM EVENT FOR SEDIMENT TRAP SIZING
TOT 2.80
FIL C:\HYDRA\HYE\2ZONEI.INC
REM FILE C:\HYDRA\CMD\TEMPSED.CMD
NEW AREA DRAINAGE TO POND
CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
CHA 240, 361, 360, 358, 356
NEW ZONE 1
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.529, 0, 98, 82, 20, .01, 180
INL 99
CHA 64, 349, 347, 348, 346
HOL Z1
NEW ZONE 2
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.283, 0, 98, 82, 20, .015, 150
INL 99
CHA 135, 349, 347, 348, 346
HOL Z2
NEW ZONE 3
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.193, 0, 98, 82, 20, .015, 200
INL 99
REC Zl
REC Z2
CHA 210, 349, 348, 348, 347
HOL Z3
NEW ZONE 4
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 0.317, 0, 98, 82, 20, .015, 165
INL 99
CHA 240, 347, 345, 346, 345
HOL Z4
NEW ZONE 5
DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
SCS 1.43, 0, 98, 82, 20, .01, 297
INL 99
REC Z3
REC Z4
CHA 200, 349, 347; 346, 345
HOL Z5
~ NEW TEMPORARY SEDIMENT POND
REC Z5
RED (0/0.51, 5605/0.51)
RES 361, 356', 355, OVER
END
1
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1
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~~
r
e
r
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\TEMPSED.CMD 8:55 29-Jan-107
CFS
R ITTER SU BDIVISION
*** AREA DRAINAGE TO POND Channel
Long Invert. Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
1 240 358.00 358.00 3.0 2.00 3.000 0.00 0.00 0.,00 0
0.0083 356.00 356.00 4.0 0.00 2.00 0.00 0.00 0.00
=
= 3.000 Froude Number
- = Undefined
------
Lateral ------
-----
length= --------
240 ---------
Upstream ---------
length= ------
240
*** ZONE 1 Channel
Long Invert Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope ~Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
2. 64 348.00 348.06 0.9 2.34 3.000 0,00 _ 0.15 0.15 0
0.0313 346.00 346.06 0.9 0.06 2.00 0,00 0.00 1.23
3.000 Froude Number = 0.94
Lateral length=. 64 Upstream length= 64
*** ZONE 2 Channel
Long Invert Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope Up/Dn [Jp/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
3 135 348.00. 348.05 0.9 2.30 3.000 0.00 0.08 0.08 0
0.0148 346.00 346.05 0.9 0.05 2.00 0.00 0.00 0.78
3.000 Froude Number = 0.64
Lateral length= 1.35 Upstream length= 135
*** ZONE 3 Channe l
Long Invert Surf FreBrd Width Shape San Sto- Flow Estimated
Link Slope- Up/Dn Up/Dn Up/Dn 'Depth L/C/R Inf Mis Vel Cost
4 210 348.00 348.14 0.9 2.85 3.000 0.00 0.28 0.28 0
0.0048 347.00 347.14 0.9 0.14 2.00 0.00 0.00 0.83
3.000
- Froude Number = '0.42
-------
Lateral ------------
.length= --------
210 ---------
Upstream ---------
.length=- ------
40.9
*** ZONE 4 Channel
Long Invert Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
5 ~ 240 346.00 346.08 0.9 2.46 3.000 0.00 0.09 0.09 0
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\TEMPSED.CMD 8:55 29-Jan-107
C FS
RITTER SUBDIVISION
0.0042 345.00 345.08 -0.1 0.08 2.00 0.00 0.00 0.54
3.000 Froude Number = 0.36
Lateral length= 240 Upstream length= 240
*** ZONE 5 Channel
Long Invert Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost
6 200 346.00 346.24 2.8 3.45 3.000 0.00 0.75 0.75 0
0.0050 345:00 345.24 1.8 0.24 2.00 0,00 0.00 1.15
3.000 Froude Number = 0.46'
----------------------------------------------------
Lateral length= 200 Upstream length= 849
Lateral length=. 0 Upstream length= 0
*** TEMPORARY SEDIMENT POND. Reservoir
Cost Invert -------------- Maximum Flow Values -----------------
Link Exfil Up'/Dn/Ovr San Inf Sto Mis Design
8 0 361.00 Incoming 0.00 0.00 0.75 0.00 0.75
0 356.00 Discharge 0.00 0.00' 0.51 0.00 0.51
355.00 Overflow : 0.00 0.00 0.00 0.00 0.00
Stored 0 0 214 0 214
Lateral length= 0 Upstream length= 849
t
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ti
ENT
IT'I'IJ'I' TA BILE
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\TEMPSED.CMD 8:55 29-Jan-10'7
NONE
Status of DEFAULTS at start of run.
~ Command file C:\HYDRA\CMD\TEMPSED.CMD
I Input units are read as USA
I Warnings are turned OFF
I Output-sent to display : Brief
I Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I String to reset printer NOT SET
I String to set printer to compressed NOT SET
I String to set printer to 8 lines/inch : NOT SET.
I Name of printer NOT SET
I Print heading at top of page : ON
I I Number of steps in hydrograph. 255
I Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
I Maximum plot value :.Selected by HYDRA
I Type of hydrographic plot Compact
I Sanitary flow by Diurnal Curve.
I Delay to start of actual storm 0.00
I Rational Method computations OFF
I SCS computations Santa Barbara
Continuous simulation computations ON
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe O.OO or Invert
I Number of allowable diam drops : 999
1 I Mimimum drop thru manhole 0.000
I Manning's n Variable
I Routing technique Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate misc flows ON
I Listing of acceptable diameters .(Changed by the PCO command):
~ 4 6 8 10 12 15 18 21 24 27 30
I 33 36 39 42 45 48 54 60 66 72 78
I 84 90 96 10.2 108 114 120 132
`~, 1: JOB RITTER SUBDIVISION
2: REM STORMWATER DESIGN
3: REM =-- 2 YEAR STORM EVENT FOR SEDIMENT TRAP SIZING
4: TOT 2.80
Total rainfall 2:80 Inches
---5: FIL C:\HYDRA\HYE\2ZONEI.INC
---START OF SUB-FILE------
C:\HYDRA\CMD\ HYDRA. Version 5.85
j.w.mo rrissette & associate s Page 2
C:\HYD RA\CMD\TEMPSED.CMD - ~ T _ 8:55 29-Jan-107
RITTER SUBDIVISION
1: HYE 15 0.015 0.015 0.015 0.015 0.015 0.015 0.018 0.022
0,027 +
2: 0.027 0-.035 0.046 0.058 0.058'. 0.064 0.077 0.081
O.p81 +
3: 0.090 0.090 0.094 0.094 0.104 0.122 0.128 .. 0.128
0.232 +
4: 0.121 0.3.16 0.455 1'..181 0.103 0.287 0.287 0.198
0.192 +
5: 0.304 0.237 0.169 0.135 0.237 0.169 0.193 0.148 .
0.138 +
6: 0.138 0.124 0.124 0..124 0.124 0.155 0.155 0.153
0.153 +
1 7: 0.153 0.142 0.131 0.120 0.131 .0.100 0.096 0.096
0.096 +
8: 0.096 0.096 0.086 0.075 0.075 0.069 0.069 0.069
0.069 +
1 9: 0.069 0.069 0.069 0.069 0.069 0.069 0.069 0.069
0.069 +
10: 0.061 0.061 0..061 0.061 0.061 0.061 0.061 0.061
0.061- +
11: 0.061 0.061 0.061 0.061 0.061 0.061 + RET
Step time ~ 15.00 Minutes
Total in original hyetograph 2'.80 Inches
Total volume rain in production hyetograph.: 2.80 Inches
Maximum intensity 1.18 Inches/Hr
------ END OF SUB-FILE.---- --
6: REM FILE C:\HYDRA\CMD \TEMPSED_CMD
' 7: NEW AREA DRAINAGE TO POND
8:
9: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
10: CHA 240, 361, 360, 35 8, 356
' Length 240.00 Feet
GrUp 361.00 Feet
GrDn
InvUp 360.00 Feet
358.00 Feet
InvDn 356.00 Feet
.Link number 1
@Addin g Diurnal into Design
@Addin g Event into Design
Average Design Flow 0.00 CuFt/Sec
CHD Maximum velocity 6.0000 FPS
CHD Minimum velocity 0.3000 FP'S
CHD Mannings "n" 0.0300
CHD Left side slope 3.0000
CHD Bottom width : 2.00 Feet
1 CHD Right side slope 3.0000
CHD Minimum freeboard 1..0000 Feet
CHD Exfiltration 0.0000 IPH
Single parameter only and m ust be greater than zero
' Channel Slope 0.00833
Design flow 0.00 Cuft/Sec
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 3
C:\HYDRA\CMD\TEMPSED,CMD 8:55 29-Jan-107
RITTER SUBDIVISION
.
Depth of flow 0.0.0 Inches
' : 0.00 Feet
Velocity 0.0000000 Ft/Sec
Travel time : 0.00 Minutes
Width of surface 2.00 Feet
11:
12: NEW ZONE 1
13: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth ;2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope
D/d 0.00100
0.9000
Maximum diameter 132.00 Inches
14: SCS 0.529, 0, 98, 82, 20, .01, 180
Computed concentration time .: 1.50 Minutes
Total Time of Concentration 1.50 Minutes
Total rainfall falling on impervious 0.00 CuFt
Total rainfall falling on pervious 5376.76 CuFt
Pervious runoff 2347.13 CuFt
Portion off pervious 43.65 0
Peak CFS rainfall falling on pervious 0.63 CuFt/Sec
Peak CFS runoff from pervious 0.15 CuFt/Sec
Equivalant "C" off pervious 0.23
Total rainfall falling on segment 5376..76 CuFt
Total segment runoff 2'347.13 CuFt
' Portion off segment
Peak CFS rainfall falling on segment 43.65 0
0.63 CuFt/Sec
Peak CFS runoff from segment 0.15 CuFt/Sec
Equivalant ~"C" off segment 0.23
15: TNL 99
16: CHA 64, 349, 347, 348, 346
' @Acldin Sto into Event
g
@Adding Diurnal into Design
' . @Adding Event into Design
1
Length
GrUp
GrDn
InvUp
InvDn
Link number
Average Design Flow
64.00 Feet
349.00 Feet
347.00 Feet
348.00 Feet
346.00 Feet
2
0.00 CuFt/Sec
r
i
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 4
C:\HYDRA\CMD\TEMPSED.CMD 8:55 29-Jan-107
RITTER SUBDIVISION
-Storm flow (no SF) 0.148 Cuft/Sec
Design flow including SF 0.148 Cuft/Sec
Combined SF 1.000
CHD Maximum velocity 6.0000 FPS
CHD Minimum velocity 0.3000 FPS
CHD Mannings "n" 0.0300
CHD Left side slope 3.0000
CHD Bottom width 2.00 Feet
' CHD Right side slope 3.0000
CHD Minimum freeboard 1.0000 Feet
CHD Exfiltration .0.0000 IPH
Channel Slope 0.0313
Design flow 0.15 Cuft/Sec
Depth of flow 0.68 Inches
0.0570 Feet
Velocity 1.23 Ft/Sec
Travel time 0:87 Minutes
Width of surface 2.34 Feet
17: HOL Z1
Tag Zl
Link 2
From line 17
In file C:\HYDRA\CMD\TEMPSED
Sent to Hold[1]
18:
19: NEW ZONE 2
20: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
' Mannings n 0.00900
Minimum diameter 4..00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity .: 0.0100 Feet/Sec
Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
21: SCS 0.283, 0, 98, 82, 20, .015, 150
Computed concentration time 1.02 Minutes
Total Time of Concentration 1.02 Minutes
Total rainfall falling on impervious 0.00 CuFt
Total rainfall falling on pervious.: 2876.41 CuFt
Pervious runoff 1256.03 CuFt
Portion off pervious.: 43.67 0
Peak CFS rainfall falling on pervious 0.34 Cu Ft/Sec
Peak CFS runoff from pervious 0.0823 CuFt/Sec
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 5
C:\HYDRA\CMD\TEMPSED.CMD ~ f J ~- 8:55 29-Jan-107
RITTER SUBDIVISION
Equzvalant "C" off pervious 0.24
Total rainfall falling on segment 2876.41 CuFt
1 Total segment runoff : 1256.03 CuFt
Portion off segment 43.67 g
l Pea k.CFS rainfall falling on segment 0.34 CuFt/Sec
Peak CFS runoff from segment 0.0823 CuFt/Sec
Equivalant "C" off segment 0.24
22: INL 99
23: CHA 135, 349, 347, 348, 346,
Length 135.00 Feet
GrUp 349.00 Feet
GrDn
InvUp 347.00 Feet
348.00 Feet
InvDn 346.00 Feet
Link number 3
@Adding. Sto into Event
@Adding Diurnal into Design
@Adding Event into Design .
` Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF') 0.0823 Cuft/Sec
Design flow including SF 0.0823 Cuft/Sec
Combined SF 1.000
CHD Maximum velocity 6.0000 FPS
CHD Minimum velocity 0.3000 FPS
CHD Mannings "n" 0-.0300
CHD Left side slope 3.0000
1 CHD Bottom width : 2.00 Feet
CHD Right side slope 3.0000
CHD Minimum freeboard 1.0000 Feet
' CHD Exfiltration
Channel Slope 0.0000 IPH
0.0148
Design flow 0.0823 Cuft/Sec
Depth of flow 0.60 Inches
. -0.0500 Feet
Velocity 0.78 Ft/Sec
Travel time 2.88 Minutes
Width of surface ; 2.30 Feet
' 24: HOL Z2
Tag Z2
Link 3
From line 24
' In file C:\HYDRA\CMD\TEMPSED
Sent to Hold[2]
' 25:
26: NEW ZONE 3
1
C:\HYDRAiCMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 6
C:\HYDRA\CMD\TEMPSED.CMD 8:55 29-Jan-107
' RITTER SUBDIVISION
27: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n 0.00900
Minimum diameter 4.00 Inches
Minimum depth 2.00 Feet
Minimum cover 2.00 Feet
Minimum velocity 0.0100 Feet/Sec
Minimum slope 0.00100
D/d 0.9000
Maximum diameter 132.00 Inches
28: SCS 0.193, 0, 98, 82, 20, .015, 200
Computed concentration time : 1.36 Minutes
Total Time of Concentration 1.36 Minutes
Total rainfall falling on impervious O.OO.CuFt
Total rainfall falling on pervious 1961.65 CuFt
I Pervious runoff 856.40 CuFt
Portion off pervious 43.66 0
Peak CFS rainfall falling on pervious
Peak CFS runoff from pervious 0.23 CuFt/Sec
0.0546 CuFt/Sec
Equivalant "C" off pervious : 0.24
Total rainfall falling on segment 1961.65 CuFt
Total segment runoff 856.40 CuFt
1 Portion off segment 43.66 ~
Peak CFS rainfall falling on segment 0.23 CuFt/Sec
Peak CFS runoff from segment 0.0546 CuFt/Sec
' Equivalant "C" off segment 0.24
29: INL 99
30: REC Zl
Hold[Num] : 1
Looking up record number 2
31: REC Z2
' Hold[Num] 2
Looking up record number 3
32: CHA 210; 349, 348, 348, 347
Length 210.00 Feet
GrUp 349.00 Feet
GrDn 348.00 Feet
InvUp 348.00 Feet
' InvDn 347.00 Feet
Link number 4
@Adding Sto into Event
' @Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
' Storm flow (no SF) 0.285 Cuft/Sec
1
1
1
1
1
1
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 11
----------------------------------------------------------- --- -- - -
C:\HYDRA\CMD\TEMPSED.CMD 8:55 29-Jan-107
RITTER SUBDIVISION
S U M M A R Y O F A N A L Y S I S
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
Closing DBF and NDX Files
1
8
49
0
0.00 Acres
2.75 Acres
0
1
0
5
0.00 Feet
0.00 Feet
1089.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
I~
~ A~P~rr~ix c
l~e~~de~t~al ~t®rwater Fac~l~~Il~s
' ~ l~a~ntenance Agree et
Ci
RESIDENTIAL AGREEIVIENT T®1VIAINTAIN
STORMWATER FACILITIES AND TO INIPLEN~NT A
POLLUTION S®URCE CONTROL PLAN
BY AND BETWEEN
BITTER SUBDIVISION IIONIE OWNER's
TI~EEIR 1EIEIRS, SUCCESSORS, OR ASSIGNS
(IIEREINAFTER "ASSOCIATION")
.The upkeep and maintenance of stormwater facilities and t'he implementation of pollution
source control best management practices (BMPs) is essential to the protection of water
resources. All property owners are 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.
u
LEGAL DESCRIPTION
Ritter Subdivision -Tax Parcel Nos. 21724140400, 21724140300,. and 21724141600.
Whereas, the Home Owner's have 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 Jurisdiction and to ensure the protection and enhancement
of water resources, the Jurisdiction and the Home Owner's hereby enter into this
Agreement. The responsibilities of each party to this Agreement are identified below.
TII~ IIOIVIE OWNER's SMALL:
(1) Be aware that the stormwater facilities have been designed to serve the entire
community, are located in the designated open space are for the stormwater
treatmentldetention facilities, and are not to be altered in any way or at any time.
(2)
(3)
(4)
Seek the assistance of Jurisdiction Staff or a Licensed Professional Civil Engineer
with facilities maintenance questions, and selection and positioning of
landscaping adjacent to these facilities and within the easement .areas.
Implement the system wide stormwater facility maintenance program included
herein as Attachment "A".
Implement the pollution source control program included herein as Attachment
«B»
1
5 Maintain a record in the form of a to book of ste s taken to im lement the
O ( g ) P P
programs referenced in (1) and (2) above. The log book shall be available for
inspection by appointment. 'The log book shall catalog the action taken, who took
it, when it was done, how it was done, and any problems encountered or follow-up
actions recommended. Maintenance items ("problems") listed in Attachment.
"A" shall be inspected as specified in the attached instructions or more often if
necessary. The Home Owner's are encouraged to photocopy the individual
checklists in Attachment "A" and use them to complete their inspections. These
completed checklists would then, in combination, comprise the log book.
' (6) Submit an annual report to the Jurisdiction regarding implementation of the
programs referenced in (1) and (2) 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
i the report.
(b) Time period covered by the report.
(c) A chronological summary of activities conducted. to implement the
programs reference in (1) and (2) 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
invoice for services
f th
:
copy o
e
(d) An outline of planned activities for the next year.
TllilE .1I~JRIS~ICTI®1~1 SHAI.f.:
S (1) Maintain all stormwater system elements in the publicright-of--way, such as
catch basins and pipes.
r (2) Provide technical assistance to the Home Owner's in support of the facilities
operation and maintenance activities conducted pursuant to the maintenance and
source control programs. Said assistance shall be provided upon request and as
Jurisdiction time and resources permit.
(3) Review the annual report and conduct a minimum of one (1) site visit per year to
discuss performance and problems with the Home Owner's.
(4) Review this agreement with the Home Owner's and modify it as necessary at least
once every. three (3) years.
~1VIEIDIES:
(I) If the Jurisdiction determines that maintenance or repair work is required to be
done to the stormwater facilities located in the subdivision, the Jurisdiction shall
give the Home Owner's Association notice of the specific maintenance and/or
repair required. The Jurisdiction shall set a reasonable time in which such work is
to be completed by the persons who were given notice. If the above required
maintenance and/or repair is not completed within the time set by the
Jurisdiction, written notice will be sent to the Home Owner's Association stating
the Jurisdiction's intention to perform such maintenance and bill the Home
Owner's Association for all incurred expenses.
(2) If at any time the Jurisdiction determines that the~existing system creates any
imminent threat to public health or welfare, the Jurisdiction may take immediate
measures to remedy said threat. No notice to the persons listed in Remedies (1),
above, shall be required under such circumstances. All other Home Owner's
Association responsibilities shall remain in effect., .
(3) The Home Owner grants unrestricted authority to the Jurisdiction for access.to
any and all stormwater system features for the purpose of performing
maintenance or repair as may become necessary .under Remedies (1) and/or (2)
1 (4) The Home Owner shall assume responsibility for the cost of maintenance and
repairs to the stormwater facility, except for those maintenance actions explicitly
assumed by the Jurisdiction in the preceding section. Such responsibility shall
include reimbursement to the Jurisdiction within 90 days of the receipt of the
invoice for any such work performed. Overdue payments will require payment of
interest at the current legal rate far liquidated judgments. If legal action ensues,
any costs or fees incurred by the Jurisdiction will be borne by the parties
responsible for said reimbursements.
This Agreement is intended to protect the value and desirability of the real property
described above and to benefit all the citizens of the Jurisdiction. It shall run with the
land and be binding on all parties having or acquiring any right, title, or interest, or any
part thereof, ofreal-property in the subdivision. The shall inure to the benefit of each
present or future successor in interest of said property or any part thereof, or interest
therein, and to the benefit of all citizens of the Jurisdiction.
Owner
. Owner
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
STATE OF WASI~INGTON
(COUNTY Off' T~-IUItSTON)
On this day and year personally appeared before me,
who executed the foregoing instrument and acknowledge the said instrument to be the
free and voluntary act and deed of said Municipal Corporation for the uses and purposes
therein mentioned and on oath states he is authorized to execute the said instrument.
Given under my hand and official seal this day of
20
Notary Public in and for the State of
Washington, residing in
My commission expires
INSTRiTCTI®NS F®R PERS®N 1VIAINTAINING
ST®RMWATER SYSTEM
The following pages describe the maintenance needs of the stormwater conveyance,
' storage, and disposal components of the system designed for this site. This maintenance
effort shall be the responsibility of the Ritter Subdivision Home Owner's or their
assigned representative. In general, system components should be inspected in
' accordance with the Maintenance Checklists included as Attachment "A" at the rear of
this document. Use the suggested frequency indicated on the left side of the Checklist
Forms:
(1) Monthly (1Vi) from November through April.
(2) Annually (A), once in late summer (preferably September).
(3) After major stone events (S) > one (1) inch in 24 hours.
Inspections findings should be recorded on photocopies of the Maintenance Checklist
forms. Check of the problems you looked for each time an inspection was performed.
Maintenance should be undertaken to correct deficiencies found and comments on
problems found and actions taken entered on the forms.
Completed Checklist Forms should be filed and incorporated in the annual report to be
issued in May of each year.
If you have specific questions or require technical assistance, contact the Thurston County
Stormwater Division. Please do not hesitate to call, especially if you are unsure whether
a situation you have discovered may be a problem.
1
1
1
1
1
1
1
1
1
1
i
1
ATTACIFIIVIENT «A": MAileTTENANCE PIt®GRAIVY
COVER SKEET
Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector:
Inspector's Signature:
ATTACHMENT "Ii": POLLU'T'ION SOURCE CONTROL PROGRAIVT
EROSION AND SEDIMENT CONTROL BIVTP's
WHAT ARE POLLUTION SOURCE CONTROLS, AND WHY ARE TREY
NEEDED?
Pollution source controls are actions taken by a person or business to reduce the amount
of pollution reaching surface and, ground waters. Controls, also called "best management
practices" (BMPs), include:
cis Altering the activity (e.g., substitute non-toxic products, recycle used oil, route floor
drains to sanitary sewer from storm sewer)
c~3 Enclosing or covering the activity (e.g., building a roof)
cis Segregating the activity (e.g., diverting runoff away from an area that is
contaminated)
cis Routing runoff.from the activity to a treatment alternative (e.g., to a wastewater
treatment facility, sanitary sewer, or stormwatei treatment area)
Pollution source controls are needed because of the contamination found in runoff from
residential 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
t unacceptable levels. Effects of contaminated runoff include closure of shellfish
harvesting areas and swimming areas, mortality of young fish and other aquatic
organisms, tumors on fish, and impairment of fish reproduction.
1VTATERIALS USED AND WASTES 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/l. 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/l.
r ~~®1~~
~~~~
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
PmhnacP~ nn nr ariianPnt to all ctnrm drain inlet. They shall he repainted as
needed. Materials needed to undertake .this task can be purchased or maybe
available from the Public Involvement Coordinator for the Department of Public
Works.
i 2. Sediment removed from basins and swales shall be disposed of in a proper
manner. Contact the local governing jurisdiction for inspection prior to
~ completing this task.
t
1
1
1
1
1
3. No activities shall be conducted on site that are likely to result in short-term,
highly concentrated dischazge of pollution to the stormwater system. Such
activities may include, but are not limited to, heavy vehicle maintenance, and
cleaning of equipment used in the periodic maintenance of buildings and paved
surfaces.
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.
1
t
t
Catch ~as>ins 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.
.Part of Catch When to What to Check For What to Do
Basin to Check it
Check
Catch basin During and after Trash or debris accumulating iri front of the Remove blocking trash or debris
nnanina
v major storms catch basin ooenina_ and not allowina_ water to with a rake and clean off the
flow in. rate.
Catch basin Quarterly Sediment or debris in the basin should be kept Clean out the catch basin of
under 50% of the depth from the bottom of the sediment and debris.
pipe to the bottom of the basin. Use a long
stick or broom handle to poke into sediment
and determine de th.
Inlet and outlet Quarterly Trash or debris in the pipes should not be Clean out inlet and outlet pipes
pipes more than 1/5 of its height. Alsa, there should of trash or debris.
not be any tree roots or other vegetation
rowin in the i es.
Inlet and outlet pipe Annually There should be no cracks wider than'/ inch Repair cracks or replace the
joints and longer than 1 foot at the joint of any inlet joints.
or outlet pipe. Also check for evidence of
sediment entering the catch basin through
cracks.
Grate Quarterly The grate should not have cracks longer than 2 Replace the grate.
inches. There should not be multiple cracks.
Frame Quarterly Ensure that the frame is sitting flush on top of Repair or replace the frame so it
the concrete structure (slab): A separation of is flush with the slab.
more than'/< inch between the frame and the
slab should be corrected.
Catch basin Annually Inspect the walls of the basin for cracks wider Replace or repair the basin.
than'/2 inch and longer than 3 feet. Also check Contact a professional engineer
for any evidence of sediment entering the for evaluation.
• catch basin through cracks. Determine
whether or not the structure is sound.
Catch basin Quarterly There should be no chemicals such as natural Clean out catch basin. Contact
gas, oil, and gasoline in the catch basin. your local jurisdiction or
Check for obnoxious color, odor, or oily sludge. Thurston County Environmental
Heakh ff you detect a color,
odor, or oily sludge:
Oil/Water separator Quarterly Water surface in catch basin has significant Remove the catch basin lid and
Sdownturned
°
' sludge, oil, grease, or scum layer covenng all
f
f skim off oil layer. Pour oil into a
i
e bow or
T
in or most o
t a water sur
ace. d
sposable container, seal
catch basin) container, wrap securely in
newspaper, and place to trash.
Water surface should be clear
of oily layer.
Pipe Elbow Quarterly Top or bottom of pipe appears to have broken Remove the catch basin lid and
off. Check for any apparent damage and examine the pipe for damage. If
check to see if it's plumb. broken, hire a contractor to
replace pipe in accordance with
approved plans on file with your
local jurisdiction.
t
1
Fenenn~, Sl>treahl~>iy screens, and Gates
Fences and shrubbery screens aren't typically required for stormwater ponds. If the
slopes of the sides are too steep, usually some kind of barricade is constructed.
t
t
Part of When to What to Check For What to Do
Fencing, Check it
Shrubbery,
or Gate to
Check
Fence or Quarterly Inspect the fence or screen to ensure that it Mend the fence, repair
shrubbery blocks easy entry to the facility. Make sure erosion, or replace the
screen erosion hasn't created an opening under fence. shrubs to form a solid
barrier.
cN^
:w~~.., n~~~e~l.. cHn„hhnn, chni~lri nn# ho nmuinna nod nf.cnntrnl
y ~ Trim anri uraari chn_ihhr?n~ to
,
screen' w ~ or infested with ~rveeds provide.appealirig
aesthetics. Do not use
chemicals to control weeds.
Wire Fences Annually Look along the length of the fence and
f
li
t
rf i
t Straighten posts and rails if
necessa
gnmen
.
t is ou
o
a
determine ry.
Wire Fences Annually Missing or loose tension wire. Replace or re air tension
wire so d holds fabric.
Wire Fences
Annually
Missing or loose barbed wire. ep ace or repair a e
wire so that it doesn't sag
between posts.
Wlre Fences Annually Check for rust or scaling. Paint or coat rusting or
scaling parts with a
protective coating.
Wire Fences Quarterly Ensure that there are no holes in the fabric or Repair holes so that there
fencing. are no openings in the fabric
or fencing. .
Gate Quarterly Ensure that the gate is not broken, jammed, or Repair or replace the gate to
missing and that it opens easily. allow entry of people and
maintenance equipment. If
a lock is used, make sure
you have a key.
t
fl
1
t
i
C®na~ance Pipes, Ditches, and Swales
Part of When to What to Check For What to Do
System to Check it
Check
Pipes Annually Accumulated sediment should not exceed 20% Clean out pipes of all
of the diameter of the pipe. Vegetation should sediment and debris.
not reduce free movement of water through Remove all vegetation so
pipes. Ensure that the protective coating is not
hould not
D
ts
t
d
d
d
d that water flows freely
air or
i
es
Re
throu
h
en
s
an
rus
e
.
amage
significantly impede flow. Pike should not
have major aradks or tears allowing water to p
.
g
p
p
replace pipe.
leak out.
Open ditches Quarterly There should not be any yard waste of litter in Remove trash and debris
the ditch. and dispose of them
properly.
Open ditches Annually Accumulated sediment should not exceed 20°~ Clean out ditch of all
of the depth of the ditch. sediment and debris.
Open ditches & Annually Check for vegetation (e.g., weedy shrubs or
fr
movement of
th
li
th
t
d Clear blocking vegetation so
that water flows freel
Swales re
uces
ee
ngs)
a
e
sap
h ditches or swales
r throu
at y
h ditches
Grassy
throu
.
g
w
e .
g
tion should be l
t
ft
vege
a
e
alone.
Open ditches & Quarterly Checc around inlets and outlets for signs of Eliminate causes of erosion.
Stabilize slopes by using
Swales erosion. Check slopes for signs of sloughing
h
d
d riat
er
i
n
t
ol
ere ero
e
or settling. Action is needed w approp
e
os
o
con
r
damage is over 2 inches deep and where there measures (e.g., reinforce
is potential for continued erosion. with rock, plant grass,
com act soil.
Open ditches & Annually Native soil beneath the rock splash pad, check Replace rocks to design
Swales dam, or lining should not be wsible. standard.
Swales Quarterly Grass cover is sparse and weedy, or areas are Aerate soils and reseed and
overgrown with woody vegetation. mulch bare areas. Keep
rase less than 8 inches
high. Remove woody
~ growth, regrade, and reseed
as necessary.
Swales Quarterly Swale has been filled in or blocked by shed, If possible, speak with
woodpile, shrubbery, etc. homeowner and request that
the Swale area be restored.
Swales Annually Water stands in Swale or flow velocity is very A survey may be needed to
slow. Stagnation occurs. check grades. Grades need
to be in 1-5% range if
possible. If ggrade is less
th
1 %
d
i
an
, un
erdra
ns may
need to be installed.
t
t
t
G~®und~ and Landscaping
Part of When to What to Check For What to Do
Grounds to Check it
Check
Landscaped Quarterly Weeds growing out of control in landscaped Pull weeds by hand, if
Areas area. possible to avoid using
chemicaS weed controls.
Landscaped Quarterly Check for any presence of poison Ivy or other Remove poisonous
Areas poisonous vegetation or insect nests. vegetation or insect nests that
are present in landscaped
area.
Landscaped Quarterly There should not be any yard waste or litter in Remove and dispose of litter
Areas landscaped areas. properly
Lg11UO1.,E1~lOV
Areas /1....1..1..
~,tuailo~~y •I.L:-x+41. ..illy .. 1.+J... ~.......1 -
1•V11tIGOYlO IIIIJ Glp JGGII It, IQ,WJIip~/GU O,G4J. I~iV,ltl~~t~4 ~t Vi ~V~vli
wYJ\~'..J V ~
and ta~Ce steps to slow down
or disperse the water: FIII in
contour, and seed area.
Trees and Annually Limbs or parts of trees or shrubs that are split Trim trees and shrubs to
shrubs or broken. restore shape. Replace
severely damaged trees and
shrubs.
Trees and Annually .Trees or shrubs that have been blown down or Replant trees or shrubs,
shrubs kngcked over, inspecting far injury to stem or
roots. Replace rf severely
damaged.
Trees and Annually Trees or shrubs that are not adequately Place stakes and rubber-
Shrubs supported or are leaning over, causing coated ties around young
exposure of the roots. trees/shrubs for support.
t
t
Acccss R®~sls and Ease>I>raents
Area to When to What to Check For What to Do
Check Check it
General One Time Check to determine if there is enough access If there is not enough
to yyour stormwater facilities for maintenance access, check with your
vehicles. local jurisdiction to
determine whether an
easement exists. If so, a
maintenance road may need
to be constructed there.
Access road Quarterly Debris that could damage vehicle tires (glass Clear all potentially
or metal). damaging debris.
Access road Annually Any obstructions that reduce clearance above Clear along and over
and along the road to less than 14 feet. roadway so there is enough
clearance.
Road surface Annually Check for potholes, ruts, mushy spots, or
maintenance
debris that limit access b
d Add gravel or remove wood
as necessa
y
woo
y
vehicles. ry.
Shoulders and Annually Check for erosion along the roadway. Repair erosion with
ditches additional soil. or gravel.
u
t
D>ry~e~Ls, T+ reenc-~ ~11•f~I111B~9 mir D®~sp®>1Hfis
Part of
System to
Check When to
Check it What to Check For What to Do
Downspout Annually Water overflows from the downspout over the First try cleaning out the
ground. ggutters and downspouts.
If this doesn't solve the
problem you ma need to
install a bigger dyrywell.
Roof Annually Moss and algae are taking over the shadier Disconnect the flexible
parts of the shingles. part of the downspout that
leads to the drywall.
Pertorm moss removal as
ripcimri Pmcciirw wash
Or USa fatty aCld SOIUtionS
instead ofhighly toxic
pesticides or chlorine
bleach. Install a zinc strip
as a preventative.
Maintenance Checklist for Infiltration Systems
Frequency Drainage ~l Problem Conditions to check for Conditions that Should Exist
System
Feature
Trash &
debris
buildup in See Maintenace Checklist See Maintenance Checklist for
M, S General and for Ponds. Ponds.
Poisonous See Maintenace Checklist See Maintenance Checklist for
M ve etation for Ponds. Ponds.
Fire hazard See Maintenace Checklist See Maintenance Checklist for
M, S or ollution for Ponds. Ponds.
Vegetation
not growing
or is See Maintenace Checklist See Maintenance Checklist for
M over town for Ponds. Ponds.
Rodent See Maintenace Checklist See Maintenance Checklist for
M holes for Ponds. Ponds.
See Maintenace Checklist See Maintenance Checklist for
M Insects for Ponds. Ponds.
Sediment is removed and/or facility
is cleaned so that infiltration system
A soil texture test indicates works according to design. A
Sediment facility is not working at its sediment trapping area is installed
Storage buildup in designed capabilities or was to reduce sediment transport into
A area s stem incorrect) desi ned. infiltration area.
Additional volume is added through
Storage excavation to provide needed
area drains storage. Soil is aerated and
slowly (more A soil texture test indicates rototilled to improve drainage.
than 48 facility is not working at its Contact the City for information on
hours) or designed capabilities or was its requirements regarding
A overflows incorrect) desi ned. excavation.
Any sediment and debris
filling area to 10% of depth
Sediment from sump bottom to bottom
. trapping of outlet pipe or obstructing
M area flow into the connector i e. Clean out sum to desi n de th.
Sediment Add a trapping area by constructing
trapping Stormwater enters infiltration a sump for settling of solids.
area not area directly without Segregate settling area from rest of
One Time resent treatment. facili .Contact Ci for uidance.
By visual inspection little or
Rock Sediment no water flows-through filter
M filters and debris Burin hea rain storms. Re lace ravel in rock filter.
1Vlaiuatenance Clxecklist for Ponds
[l
C
1
[l
1
1
1
Frequency Drainage Problem Conditions to check for Conditions that Should Exist
System
Feature
M, S General Trash & debris Dumping of yard wastes Remove trash and debris and dispose as
buildup in such as grass clipping such prescribed by City Waste management
pond. as grass clippings and Section.
branches into basin.
Unsightly accumulation of
nondegradable materials
such as glass, plastic, metal,
foam, and coated a er.
M, S Trash rack Bar screen over outlet more Replace screen. Remove trash and debris
plugged or than 25% covered by debris and dispose as prescribed by City Waste
missin or missin mans ement Section.
M Poisonous Any poisonous vegetation Remove poisonous vegetation. Da not spray
vegetation which may constitute a chemicals on vegetation without obtaining
hazard to the public.. guidance from the Cooperative Extension
Service and approval from the City.
M, S Fire hazard or Presence of chemicals such -Find sources of pollution and eliminate them.
pollution as natural gas, oil and -Water is free from noticeable color, odor, or
gasoline, obnoxious color, contamination.
odor, or stud a noted.
M Vegetation not For grassy ponds, grass For grassy ponds, selectively thatch, aerate,
growing or is cover is sparse and weedy or and reseed ponds. Grass cutting unnecessary
overgrown is overgrown. For wetland unless dictsted by aesthetics. For wetland
ponds, plants are sparse or ponds, hand plant nursery-grown wetland
invasive species are present. plants in bare areas. Contact the Cooperative
_ Extension Service for direction on invasive
species such as purple loosestrife and reed
canary grass. Pond bottoms should have
uniform dense coverage of desired plant
s ecies.
M Rodent holes Any evidence. of rodent holes Rodents destroyed and dam or berm repaired.
if facility is acting as a dam or Contact the Thurston County Health
berm, or any evidence of Department for guidance.
water piping through dam or
berm via rodent holes.
M Insects When isects such as wasps Insects destroyed or~removed from site.
and hornets interfere with Contact Cooperative Extension Service for
maintenance activities, or guidance.
when mosquitos become a
nuisance.
A Tree growth Tree growth does not allow Trees do not hinder maintenance activities.
maintenance access or Selectively cultivate trees such as alders for
interferes with maintenance firewood.
activity (I.e., slope mowing,
silt removal, or equipment
movements). If trees are not
interfering with access, leave
trees alone.
1
l
Ci
t
1
L~
1
M Side Erosion on Check around inlets and Find causes of errosion and eliminate them.
slopes of berms or at outlets for signs of erosion. Then slopes should be stabalized by using
pond entrance/exit Check berms for signs of appropriate erosion control measure(s); e.g.,
sliding or settling. Action is rock reinforcement, planting of grass,
needed where erroded compaction.
damage damage over 2
inches deep and where there
is potential for continued
errosion.
M Storage Sediment Accumulated sedimetn that Sediment cleaned out to designed pond shape
area buildup in exceeds 10% of the and depth; pond reseeded if necessary to
pond designed pond depth. Buried control errosion.
or partially buried outlet
structure probably indicates
significant sediment deposits.
A Pond Settlements Any part of dike which has Dike should be built back to the design
dikes settled 4 inches lower than elevation.
the design elevation.
A Emergen Rock missing Only one layer of rock exists Replace rocks to design standards.
cy above native soil in area 5
overflow / square feet or larger, or any
spillway exposure to native soil.
One Time Emergen Overflow Side of pond has no area Contact City for guidance
cy missing with large rocks to handle
overflow / emergency overflows.
s iliwa
1
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1
1
1
1
1
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'~I1~JRST®Pl I3LGI®lvT
FACILITY S Y F®R1VI
PROPONENT' S FACILITY IDENTIFIER:
NAME OF ROAD TO ACCESS FACILITY:
BEARINGS E~~AIVIINER CASE NUMBER:
DEVELOPMENT REVIEW PROJECT NO.:
BUILDING SITE APPLICATION NO.:
PARCEL NUMBER(S)
To be completed by Utility StafF:
Utility Facility Number:
Project Number:
Parcel Number Status:
Basin ~i Subbasin:
Responsible Jurisdiction:
Ritter Subdivision
Cullers Street and Longmire Street
21724140300,21724140400,
21724141600,
PART 1 - Pr®~eet
Project Name:
Project Owner:
Project Contact:
Address:
Telephone:
Project Proponent:
Naffie ~i Pr®p®nent
Ritter Subdivision
Scott Ritter
Robert Tauscher, P.E.
1700 Cooper Point Rd SW, Olympia, WA 9502
(360) 352-9456
Scott Ritter
Address: 2365 48m Ave SW, Tumwater, WA 98512
Telephone: (360) 791-1589
'
Project Engineer: Robert Tauscher, P.E.
Firm: J.W. Morrissette & Associates Inc., P.S.
Telephone: (360) 352-9456
360 352-9990
Fax: ( )
PAi~~~ 2 - Pr®ject Locari®n
' Section: 19
Township: 17N
Range: 2E
PAI~'I' 3 - Type mf Pea°ffiiB Application
Type of Permit: Plat
' Ct'~zr PeriniF~s:
Grading
®ther:
' C.~ther A encies that have had or will review this I9rainage & Erosion Control Plan:
g
None
PA~iT 4 - Pr®p®sed Pr®ject DescrBpta®~
' What stream basin is this project within: Nisqually River
Zoning: R-6
' ®nsite:
Number of Lots: 18
Avg. Lot Size: 5,000
Building PermitlCommercial Plat:
New Buildings Footprint (Acres):
Existing Impervious (Acres):
.Sidewalk, Parking Lot, Fire Lane and
Access Roads (Acres):
' Disturbed Pervious Areas (Acres):
Lattice Block Paving (Acres):
Public Roads Acres):
(
Disturbed Area Total (Acres):
S PART 5 -Pre-Developed Project Site Characteristics
Stream Through Site N
Steep Slopes (> 10%) N
' Erosion Hazard N
100-Year Flood Plain N
Wetlands N
Seeps/Springs N
' High Groundwater Table N
Aquifer Sensitive Area N
Other:
PART 6
Zone 1 -Facility Description
Area Tributary to Facility Including Offsite (Acres):
Design Impervious Area Tributary to Facility (Acres):
Design Landscaped Area Tributary to Facility (Acres):
Design Total Tributary Area to Facility (Acres):
Zone 2 =Facility Description
' Area Tributary to Facility Including Offsite (Acres):
N/A
N/A
N/A
N/A
N/A
1.09
2.30
0.49 Acres
0.16 Acres
0.33 Acres
0.49 Acres
0.29 Acres
Design Impervious Area Tributary to Facility (Acres): 0.20 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.09 Acres
Design Total Tributary Area to Facility (Acres): 0.29 Acres
^ Zone 3 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 0.27 Acres
Design Impervious Area Tributary to Facility (Acres): 0.17 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.03 Acres
Design Total Tributary Area to Facility (Acres):
^ 0.27 Acres
Zone 4 -Facility Description
Area Tributary to Facility Including Offsite (Acres): ~ 0.33 Acres
Design Impervious Area Tributary to Facility (Acres): 0.24 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.09 Acres
Design Total Tributary Area to Facility (Acres): 0.33 Acres
Zone 5 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 1.43 Acres
Design Impervious Area Tributary to Facility (Acres): 0.61 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.82 Acres
Design Total Tributary Area to Facility (Acres): 1.43 Acres
Enter a check mark and number, i.e., one (1), for the type of facility:
Wet Pond Detention 1
' Wet pond water surface area, acres 0
Dry Pond Detention 0
Underground Detention: 0
Infiltration Trench: 0
Dry Well Infiltration: 0
_ Other: Infiltration Gallery: 1
Outlet Type (Enter a check mark and number, i.e., one (1), for each type present):
Filter: 0
OiUWater Separator: 0
Single Orifice: 0
' Multiple Orifices: 0
Weir: 0
Spillway: 0
Pump(s): 0
Other:
i
PARS' 7 -Release to Groundwater
Design Percolation Rate to Groundwater: 10 in/hr
PARS' 8 -Release Z'o Surface Water
All stormwater from this site is infiltrated on site with no release to any surface waters.
~1`~
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SE 1/4 OF THE NE 1/4 OF SECTION 24, TOWNSHIP 17 N., RANGE 1E, W.M.
Ex. GrcH DASH r SW 1/4 OF THE NW 1/4 OF SECTION 19f TOWNSHIP i7 N., RANGE 2E, W.M.
RIN ELEV.=.N ].5!'
B'PVL'(NML YYE=7!5.98'
$ i$
01 $
' • bii9 A 12NA,wY WLI,Exw
BTA 7A0 TIILMP BT. -
$
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VICINITY MAP
a50 EXCEPnNC MEAETRd/ Mar Pp7nW OEFDm m 7NE do ' ,' •,'~ , ; . • ~ •, • .•:•, < ~ , I
ps YE1N FOR RIGHT OF WAY PURPOSES RECORDED FEBRUARY 2 ,...._. l ~
2001 IIADW AUDITOR'S FIIE N0. JJJlJ81 I '
INATALL
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ALSO EYLEPONG MAT PORRW CWVEIID 7O AUGUST AND I
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p ~5~ ' a _i ¢ I 6TA 1s00 STELLA CT.
DARLENE J YERCIER 3t W WIT GAIN OEEO RECORDED
OCif1DER I6
1985 UNDER AUDITOR'S FlO: N0. 8510760021
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CUOEVS STR
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4 POAER P0.'f - - 13 I ~ ~ I ~
SHEET INDEX I GTW BASIN
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11 I
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o I. the condUma of the NiUgofed Dofartnhafkn v! Nm-efgnlficmn ae hmaby mMrnced and
maldmed tmdlUma of fhh
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area
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PProw
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J. The tits plms shall include:
X
1 COVER I 12 I I V 71 b~met ItMe M case cmrwcflon canwnl as requbad h secllm 216-290-190 WAC
2 EROSION CONTROL W SIZE DEMOLITION PLAN I
cnvlF£R A
1Y
I i
'•
O G I ~
/ n
L a -The hshtllvUVn of Me rvtvmaln shill hdude a 'Loop' mnlmtivn belwem Collins Road
and Lm 4e sbrol
OEtlD0005
~ t
~ I P I ~ -AU Plan 9 eMps and requbed Imduvphg located h my opm spo¢ and sformvota
J STORM AND EROSION CONTROL DETAILS I ~
I 1 I ~ I rmaL me ding cdkna Rood and tmgmie street and! be awed by m vdgaum ,ratan
SAN .ffWFB
R
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I I rlth o agmrvte mfm mefm arts m approrcd hvdlvr Prorcnflan deNCn
4. Eadi dwdlh9 wlthln Ms ,wbdiMsim shill aom
t to th
pt
4 EROSION CONTROL NOTES
wnre
h1ECONNUNICAPWa
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e I ee
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emneeNm ree and hopes Uon ran rlo be eslabnenee of Ins Ibna or bvLdng pamlt lawmen
SITE LAYOUT PLAN
5
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app cart anon pay o Me protaum wnpear ho ppraumt m sxum Is.lG.GIO(e)(6) Ywc
Th
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UNOtRIRWND PONER
PARCEL N ' -'-- -- .
N A e
npvct lee la' 7006 h J62I6 per aquas loot of nv deb
apmrnt sae Is
palable of
5 GRADING AND DRAINAGE PLAN RIGNi OF war
FFNfF 0.
27724141200 1 OPEN SPACE I C
I; ~ 1 r 7 I
I F I bunting prnmlt kwmtt. (~ wheel to dtmgeJ
6. the applkmt shill dadgn and emaWct an stormrvler kdntks k vamtlvnes dfh we I89t
UNPLATTEO 5 I e b o DOE Stmmmlm Ymud, as adopted by tho pty of Ydm. Dint Nmogemmt Pmcfkes (DNP'aJ
7 WEIPONO AND CALIERY DETAILS I I ' c I «quhed doting crostmcflon. A 10-(sat eefbvdr han dl pmPatY ones and rnsanrnts
m
I SPOT ELEVARW
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roqufred !m slvrmwvtm facpltlee. IDs Md starmrata plm shill be evbnlfled MN tits
mglneahg pima and shall hdude m Om
nd m
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Ml
B SEWER AND WATER PLAN
GTp1 BASIN
a
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p
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pan.
nnmae I al roar doh runoff
soil! be hRl.alee an soil rot wMlzhg hdnfdud drywdle The atnrmrotu elatan alwn be
vE
}
~-6 DWBIE STEP SEANCE DEMO M I
~ hdd k cmmm by we Hameawners Anoclatkn. The Namavwnas Agreemml ahW ktluda
9 STREET PLAN/PROFlLES STELLA Ci/TRUMP 57 (ONSIiE),
~y sNaf SrFr SEgNtE
- - -
_ I •
I •
" N , proNams kr Fhe aaeeammt a/ fees ogvhe! hdMdud Iota for the mahfmmce and repots
or Ina amrmwvta rocmtks
DOUBLE ffRweE PETER , ' ~ 7. The appl'cmt shill wbmlt a fie hydmnl plan la the Community OeMapmrnt DepMmrnf
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ME ccwTRAC sludL DE~JI~~!A!rTrR~RESrw Fa7 ME LGChnW AND PROTECntw of CITY OF YELM PROJECT A 05-0828-YL
ro CONSTRUL WDY~GW6yQ RIEWNOER~ND C~OCAry1 ~uNE Ar~B~iiiss~sss PARCEL NO.S 21724140400, 21724140300, 21724141800
I a NwiuuY cF +S HaIRS P rar ro aNr CONSiRUCnW.
NO DATE BY APPR REVISIONS APPROVED FOR CONSTRUCTION R.E.T. 02/08/07
~~~~?~r~z,Civil•Municipal•Geotechnical Engineering and Planning °ES'G~°Rr D^n ~/el(p~TCU~pp Pat
BY: DATES c,o.N.. 9.E,w.. Lw r.LDZ/oe/m
OPlFLOPUFNi FENCW FNOWEER c.ao.D. Dr DALE R.D.S. DESIGN, L.L.C. COVER
Jerome W. Morrissette & Associates Inc., P.S. APPROVAL CHELREDDY oATE
EXPIRES oz/De/oT
1700 Cooper PI. Road S.W. #B-?, Olympia, Wa. 9850?-1110 PI1360.35?.9456 Fx 360.35?.9990 DarE PLOi1EO (360) 791-1589 (SCOTT) 05141-1 SHT 1 OF ffi
)T TO SCALE
CITY OF YELM PROJECT ~ 05-0628-YL
PARCEL NO.S 21724140400, 21724140300, 21724141600
r,,,~~~ Civil•Municipal•GeotechnicalEngineeringandPlanning
~~
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Pt. Road S. W. #B-2, Olympia, Wa. 98502-1110 Ph 360.35?.9456 Fx 360.352.9990
Approved By
D61GML BY DALE
CADA 9Y DAIE
aecxm er Da1E
wrz a~DTrtn
BITTER
Yelm/Trump
STORMWATER TRIBUTARY
AREA EXHIBIT
05141-1
SHT
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N.W. LONGMIRE ST
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ENGINEER'S ESTI1ViAT'E
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BITTER TRUMP PL.~4T
ENC6fVEER'S ESTIMp-TE
10/20/2005
Bid Item Number Approx Quantity Bid Item Unit En g's Estimate
Unit Price Total Price
1 1 Mobilization L.S. $50,000.00 $50 000.00
2 1 Clearin & Grubbin L•S• $35 000.00 $35 000.00
3 1 Trimmin & Cleanu L•S• $25 000.00 $25 000.00
4 520 Saw Cuttin L.F. $2.40 $1 248.00
5 820 Gravel Base. Ton $13:00 $10,660.00
6 230 Crushed Surfacin To Coarse Ton $15.00 $3 450.00
7 610 As halt Concrete Pavement Ton $55.00 $33 550.00
g 900 As halt Thickened Ede L•F• $120.00 $108 000.0
9 2,500 Silt Fence L•F• $7.00 $17 500.00
10 ~ 550 Cement Concrete Barrier Curb and Gutter L.F. $28.00 $15 400.00
11 770 Cement Concrete Sidewalk S•Y• $22.00 $16 940.00
12 1,200 Cement Concrete Rolled Curb and Gutter L.F. $32.00 $38 400.00
13 559 Cement Concrete Banier Curb and Gutter. L.F. $20.00 $11 180.00
14 910 2-Inch Forcemain STEP Sewer Pi a Com lete L•F• $15.00 $13 650.00
15 1,790 Structural Excavation Class B C•1'• $9.00 $16 110.00
16 420 PVC Storm Pie 12 in. Diam. L.F• $30.00 $12 600.00
17 474 Perforated Storm Pi a 48 in. Diam. L.F. $40.00 $18 960.00
18 5 Catch Basin T e i EA $2 500.00 $12 500.00
19 996 Pi a Beddin C•1'• $15.00 $14 940.00
20 450 8" Watermain L.F. $60.00 $27,000.00
21 4 8" Gate Valve Each $750.00 $3 000.00
22 8 8" Watermain Fittings Each $1 000.00 $8 000.00
23 200 6" Watermain L.F. $60.00 $12 000.0
24 3 6" Watermain Fittings Each $1 000.00 $3 000.0
25 17 Water Service Complete Each $1 500.00 $25 500.00
26 17 Sewer Service Complete Each $1 000.00 $17 000.00
27 1 Fire Hydrant Assembly Each $2 500.00 $2,500.00
28 732 1-1/2 Inch Infiltration Galle Washed Drain Rock Ton $25.00 $18 300.00
29 630 Gallery Geotextile Filter Fabric S.Y. L.F. $4.00 $2 520.00
Base Bid Subtotal $573 908.00
Sales Tax @ 8.4 % $48 208.27
Total Base Bid (Incl. Sale Tax) $622,116.2
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