Drainage and Erosion Control ReportTWIN COUINTY CREDIT UNION
YELM BRANCH
Drainage and Erosion Control Report
Proponent: Jeff Kennedy, COO, Senior Vice President
Twin Counry Credit Union
PO Box 718
Olympia, WA 98507-0718
(360) 357-9917, Ext. 4402
Prepared Ry: Robert F,. "I auscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
] 700 Cooper Point Road S W, #B2
Olympia, WA 98502-1110
Phone. (360)352-9456
Fax. (360) 352-9990
Submitted: January 2006
TABLE OF CONTENTS
DRAINAOF; REPORT
Section I -Project Description
Section 2 -Existing Conditions
Section 3 - Infilhation Rate/Soils Report
Section 4 -Wells and Sewerage Systems
Section 5 - Fuel'I'anks
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 I 1 -Articles of Incorporation
II. EROSION CONTROL REPORT
Section ] - Sequence
Sectiou 2 - Trapping Sediment
Section 3 - Permanent Erosion Control
Section 4 - Ucotechnical Report
Section 5 - Inspection
Section 6 - Control of Pollutants Other than Sediment
III. APPENDIX
A Soils Report
6. Calculations and Hydraulic Analysis
C. Thurston Region Stormwater Facilities Summary Form
D. Basin Map
E. Site Plan
F. F,ngineer's Estimate
Twin County Credit Union
Drainage and Erosion Control Report
1 WM&A # 05132
PROJECT ENGINEER'S CERTIFICATE
"I HEREBY CERTIFY THAT THIS PROJECT, TWIN COUNMTY CREDIT UNION,
YELM, WASHINGTON HAS BEEN PREPARL'D BY ME OR UNDER MY
SUPERVISION AND MEETS MINIMUM STANDARDS OF THE CITY OF YELM
AND NORMAL STANDARDS OF ENGINEERING PRACTICE. I UNDERSTAND
THAT'PHE JURISDICTION DOES NOT AND W[LL NOT ASSUME LIABB,ITY FOR
THF. SUFFICIENCY, SUI'T'ABILITY, OR PERFORMANCE OF DRAINAGF.
FACILITIES DESIGNED BY ME."
-1~~' '-'fit-=
Robert E. Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
Twin County Credit Union
Drainage and Gosion Control Report
JWM&A H 05132
TWIN COUNTY CREDIT UNION
YELM, WASHINGTON
DRAINAGE AND EROSION CONTROL REPORT
PART L DRAINAGE, REPORT
This report has been prepared as part of the requirements for building and site
improvements for the subject site and in accordance with the "Stormwa[er Management
Manual for the Puget Sound Basiq " 1992.
Secfion 1 -Project Description:
The Twin County Credit Union site consists of 2.36 Acres. The site lies on the southwest
side of Yelm Avenue (SR 510) in Yelm, Washington, in [he Northeast quarter (NE '/<) of
the Northwest quarter (NW '/,) of Section Twenty Four (24),'Cownship Seventeen Q 7)
North, Range Two (1) East. the assessors parcel number is 21724120300. The site is
relatively flat. "rhe existing and proposed main access will be from Yelm Avenue. The
site improvements include a 2,500 squaze foot addition and new drive up tellers.
Stotmwater will be conveyed via catch basins and piping to the existing wet ponds and
ultimately to the infiltration pond and gallery.
Section 2 -Existing Conditims:
The site is developed with a building, parking lot, and drive through teller windows.
Section 3 -Infiltration Rates/Soils Repurt:
The soils on the site are listed in the Soil Conservation Service's Soil Survey of Thurston
County Washington as Spanaway stony sandy loam. Field percolation tests performed
yielded a percolation rate in excess of 20in/hr. (See Appendix A Soils Report dated
October 18, 1996, by Pacific Rim Soi] & Water for the original site development). The
percolation rate used for design was 10 inches per hour.
Section 4 -Wells and Sewerage Systems:
There is an existing irrigation well on site, which is scheduled to be abandoned per DOE
Standards.
The proposal development will be connected to the Ciry of Yelm sewer and water
systems.
Section 5 -Fuel Tanks
Twin County Credit Union
Drainage and Hrosion Control Report
]WM&A H 05132
Based on information from the current properly 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 properly during development.
Section 6 -Sub-basin Description:
The improved portion of [he site has been divided into two basins tributary to wetponds
and an infiltration gallery and pond. Project site runoff from the 6-month 24-hour storm
events is routed through two wetponds for treatment and then ro infiltration gallery or
pond for disposal.
Section 7 - 100 Year Flood:
The subject pazcel is not within the 100-year Flood zone.
Section 8 -Aesthetic Considerations:
All disturbed areas will be vegetated or landscaped. The stormwater facilities consist of
catch basins and conveyance piping [o collect runoff; convey to a wetpond for treatment
and then to an infiltration gallery or pond 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 detract from surrounding
areas.
Bettina 9 -Facility Sizing and Downstream Analysis:
The impacts of the proposed development on stormwater runoff have been analyzed in
accordance with the procedure described in the "Stormwa[er 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.
The evaluation performed includes site muoff Bow, pond storage using tIYDRA analyses
(HYDRA Version 5.85, July 1994). Copies of the I IYDRA Input and Output files and
table summarizing the site area and pond volume characteristics are included in Appendix
B.
POST DEVELOPMENT SITE CHARACTERISTICS
7btal Site Area 2.19 Acres
Pass-Through Drainage Area 0.0 Acres
Area Tributary to Facility Including Offsite (Acres): 2.19 Acres
Total Onsite Area Tributary to Facility (Acres): 2.19 Acres
Twin County Credit Union
Drainage and Erosion Control Report
JWM&A M 05132
Design Impervious Area Tributary to Facility (Acres): 1.10 Acres
Design Landscaped Area Tributary to Facility (Acres): 1.09 Acres
Area not Tributary to the Facility (Acres): 0 Acres
Basin Area (Acres): 2.19 Acres
SCS Data Hydrologic Soil Oroup "A"
Curve Numbers
Impervious Areas 98
Pervious Areas 80
SYSTEM MINIMUM REQUIREMENTS
Basin 1
Total Area Tributary to Facility (Acres): 0.39 Acres
Based on the HYDRA analyses pedomed for the 24 hour - 100 Yeaz Event, the peak
flow into Basin 1 stomwater gallery will be 0.30 CFS. The maximum storage volume
needed in the pond per HYDRA is 457 CF. The design infiltration rate is 0.17 CFS with
the gallery bottom of 624 SF and 577 CF of storage volume provided in [he gallery.
Basin 2
Total Area Tributary to Facility (Acres): 1.80 Acres
Based on the HYDRA analyses perfomed for the 24 hour - 100 Year Event, the peak
flow into Basin 2 stomwater pond will be 1.51 CFS. The maximum storage volume
needed in the pond per }IYDRA is 7,690 CF. The design infiltration mte is 0.39 CFS with
the pond bottom of 1,700 SF and 8,415 CF of storage volume provided in the pond.
Svstem Perfomance
Within [he subject site, stomwater from pazking lots and sidewalks will be routed to a
wetponds and into infiltration pond or gallery. Runoff from the building is and will
continue to be conveyed directly into the infiltration pond.
Downstream Analvsis
'there are no downstream impacts due to all stomwater being detained and infiltrated on
site.
Section ]0 -Covenants, Dedications, Easements:
Operation and maintenance of [he stomwater ponds will be the responsibility of the
property owner.
Section 11 -Articles of Incorporation:
The parcel is privately owned, Articles of Incorporation are not required for the proposal
7W in County Credit Union 3
Drainage and Erosiun Control Report
JWM&A p OSI32
PART -1. EROSION CONTROL REPORT
Section 1 -Sequence:
The following is the construction sequence for construction of the parking lots and ponds
L Rough grade improvement areas.
2. Finish grade and pave new parking lot areas; topsoil, fertilize, and seed disturbed
landscape areas.
3. Mulch landscaped aeeas if construction is performed between October I S and April
15.
4. Ouce disturbed surfaces have developed suitable groundcover, remove perimeter silt
fences.
Section 2 -Trapping Sediment
The proposed grading of the site, as well as the constriction of the items listed below,
will mitigate against any major diversion of s[ormwater runoff by maintaining natural
drainage patterns. 'fhe structural components of the erosion control plan will work in
combination with temporary and permanent soil stabilization efforts to minimize the
amount of sediment-laden runoff entering the existing on-site wetponds.
Measures'Caken to Control Sediment
• Filter Fabric Silt Fences may be located down-slope of all earthwork that may pose a
potential of releasing sediment-laden water to the off-site.
All entrances are paved and connecting to paved city streots. If a substantial amount of
soil is being deposited on adjacent roads due to truck traf5c, the road will immediately be
cleaned of al] debris and further prevcmative measures will betaken to ensure the
problem ceases, such as establishing a fire wash down area.
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 -Permanent Erosion Control:
The following measures will be taken for soil stabilization to minimize the amount of
sediment-laden runoff entering the stormwater system and adjacent properties and the
existing on-site wetlands.
Twin County Credit Union
Drainage and Erosion Control Report
JWM&A k 05132
• Stabilization of cut and fill aeeas with hydro seeding and, if necessary, chopped hay
mulching (orjute matting).
• Install silt protection in all catch basins.
Permanent erosion control on this site will be accomplished through the existing
stormwa[er system and development of landscaping or grass groundcover on all unpaved
disturbed areas.
Section 4 - Geotechnical Report:
There are no other incipiently unstable stormwater related conditions within the 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 [he requirements of the 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, sending and mulching.
Section 6 -Control of Pollutants Other Than Sediments:
As the subject site development will consist of commercial use, it will most likely not
involve the storage or use oCnon-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.
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.
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.
Twin County Credit Union
Drainage and Erosion Conhol Report
JWM&A fl 05132
APPENDIX A
Soils Report
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J
Thurston County, Washington
Inclutled areas make up about 10 percent of the total
acreage.
Permeability is motlerately rapid in the Spana soil.
Available water capacity is moderate. Effective rooting
tlepth is 20 to 40 inches. A seasonal high water table is
at a depth of about t 2 to 36 inches from November to
April. Runoff is slow, and the hazard of water erosion is
slight.
Most areas are used as hayland and pasture. This
unit is suited to hay and pasture. The main limitations
are the seasonal high water table and the moderate
available water capacity. Proper stocking rates, pasture
rotation. and restricted grazing tluring wet periods help
to keep the pasture in good condition and protect the
soil from erosion. Rotation grazing helps to maintain the
quality of forage. Periodic mowing helps to maintain
uniform growth, discourages selective grazing, and
controls weeds. In most years irrigation is neetled for
maximum production. 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.
A few areas are used as woodlantl. 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 t 10. The estimated growth rate of an unmanaged,
even-aged stand of Douglas-fir is 750 cubic feet per
acre per year at 60 years of age.
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. Unsurtaced roatls
and skid trails are soft and can be impassable when
wet. Logging roads require suitahle surfacing matenal
for year-round use Roundetl 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 protecfive layer of tluff
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
stantl includes seetl 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,
antl Oregon white oak.
89
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 surtace layer is black gravelly santly
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 brawn extremely gravelly sand.
Inclutled in this unit are small areas of Aldenvood
sails 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 surtace layer and small areas
of Spanaway gravelly sandy loam that have slopes o13
to 15 percent. Included areas make up about 20
percent of the total acreage.
Permeability is motlerately 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 slaw, and the hazard of
water erosion is slight.
This unit is used mainly as haylantl, 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 antl 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 suNicient 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 [he low
available water capacity. In summer, irrigation is
needed for maximum production of most crops.
so
Sprinklers can 6e used, but a slow application rate is
needed to minimize runoff. The amount of water applied
should be sufficient [o 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 causetl by seepage from onsite sewage
disposal systems. Cutbanks are not stahle 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 altler. Douglas-fir antl 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 surtacing 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 6y 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
surtace layer reduces the seedling survival rate. When
openings are matle in the canopy, invading brushy
plants can delay the establishment of planted Douglas-
tir seedlings.
Common tares[ understory plants are cascade
Oregon-grape, salal, western brackenfern, western
swordfern. Indian plum, and Scotch-broom.
soil Si
This map unit is in capahility subclass IVs.
111-Spanaway gravelly sandy loam, 3 to 15
percent slopes. This very deep, somewhat exce:
drained sail is on terraces. It formed in glacial out
and volcanic ash. The native vegetation is mainly
grasses, terns, and a few conifers. Elevation is 1(
400 feet. The average annual precipitation is 45 D
inches, the average annual air temperature is abc
degrees F, and the average frost-tree period is 1'
200 days.
Typically, the surtace layer is black gravelly sai
loam about 15 inches [hick. The subsoil is dark
yellowish brown very gravelly sandy loam about 5
inches thick. The substratum to a depth of 60 inch
more is dark yellowish brown extremely gravelly s
Included in this unit are small areas of Alderwo
soils on till plains and Everett, Indianola, and Nisq
soils on terraces. Also included are small areas o1
Spanaway soils that have a stony sandy loam sur
layer and small areas of Spanaway gravelly sandt
that have slopes of 0 to 3 percent. Included areas
up about 20 percent of the total acreage.
Permeability is moderately rapid in the subsoil c
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting d
is fi0 inches or more. Runoff is slow, and the hazy
water erosion is slight.
This unit is used mainly as hayland or pasture,
site for homes or as a source of gravel. It is also
as woodlantl.
The main limitation affecting hay and pasture is
low available water capacity during the growing se
Proper grazing practices, weed control, and fertiliz
needed to ensure maximum quality of forage. Rots
grazing helps to maintain the quality of forage. Pei
mowing helps to maintain uniform growth, discourz
selective grazing, and controls weeds. Animal man
can 6e applied periodically during the growing sea:
Areas that receive heavy applications shoultl be
harrowed at least once a year. In summer, irrigatio
needed far maximum production of most forage cn
Sprinkler irrigation is the best method of applying v
The amount of water applied shoultl be sufficient ti
the root zone but small enough to minimize [he lea
of plant nutrients.
This unit is suited to homesites. The main limital
is the slope. Cutbanks are not stable antl are subje
sloughing. A plant cover can 6e established and
maintained through proper fertilizing, seeding, mule
and shaping of the slopes. Pebbles and cobbles sh
be removed, particularly in areas used for lawns Ir
158
Spanaway Series
The Spanaway series consists of very deep,
somewhat excessively drained soils on terraces. These
soils formetl 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 tlegrees 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. a miles southeast of Lacey; about 250
feet west antl qG0 feet south of the northeast corner of
sec. 25. T. 36 N.. R. t W.
A-0 to 15 inches', black (tOVR 2i1) gravelly sandy
loam, very dark grayish brown (10YR 3/2) dry', weak
fine granular structure', loose, very friable, nonsticky
and nonplastic: 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.SV
5/4) tlry; weak fine subangular blocky structure;
loose. very friable, nonsticky and nonplastic; many
fine, medium, and coarse roots; 55 percent pebbles;
medium acitl; clear smooth boundary.
C-20 to 60 inches; dark yellowish brown (10VR 4/4)
extremely gravelly sand, yellowish brown (10YR
5i4) 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 horiZen has hue of 10VR or 7.SYR, 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 antl 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 10VR or 2.Sy value of 5 or 6 when dry and 4 or 5
when moist, and chroma of 3 or 4 when dry or moist. I[
is extremely gravelly sand or extremely gravelly loamy
santl 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 sails formed in
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 50
degrees F, and the average frost-free season is 150 to
200 days.
These soils are tine-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 the
southwest corner of sec. i6. T. 18 N., R. 1 E.
Ap-0 to 7 inches'. dark yellowish brown (10VR 3/4) silt
loam, brown (tOYR 5/3) dry; moderate tine and
medium granular strucWre; 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 inches; dark yellowish brawn (tOYR 4l4)
silt loam, brown (10VR 5/3) dry; moderate fine and
medium subangular blocky structure; slightly hard,
very friable, slightly sticky and slightly plastic; many
very fine, fine, and medium roots; many very fine
and fine tubular pores; Slightly acid; clear wavy
boundary.
Bw1--20 to 25 inches; dark brown (10VR 3l3) silt loam,
grayish brown (2.SV 5/2) dry; common fine
prominent red (2.SVR 5/8( mottles; moderate floe
and medium subangular blocky structure; slightly
hard, very friable, slightly sticky and slightly plastic;
common tine and medium roots; common very fine
and fine tubular pores; slightly acid; gradual wavy
boundary.
Bw2-25 to 45 inches; dark brown (10VR 4/3) silt loam,
light brownish gray (10VR 6/2) dry; common
medium prominent red (2.SYR 5/B) mottles,
moderate medium and coarse subangular blocky
structure; slightly hard, very friable, slightly sticky
and slightly plastic; few very fine and floe roots; few
very fine and fine tubular pores; slightly acid;
gradual wavy boundary.
C--45 to 60 inches; grayish brown (tOVR 5/2) silt loam,
light gray (10VR 7/2) dry; common medium
prominent dark brown (ZSYR 4/4) mottles, massive;
slightly hard, very friable, slightly sticky and slightly
plastic; slig Mly acid.
The soils are slightly acid or neutral in the control
section and range from slightly acid to strongly acid
below a tlepth of a0 inches. Mottles that have chroma
of 3 or more are at a depth of more than 20 inches.
Thurston County, Washington
The Ap horizon has hue of 10YR, value of 3 or 4
when moist. and chroma of 3 or 4 when dry. The Bw
horizon has hue of tOVR or 2.SV, value of 3 or 4 when
moist and 5 or 6 when tlry, and chroma of 2 or 3 when
moist or dry. It has thin strata of fine sandy loam to silty
clay loam. The C horizon has hue of 10VR, value of 5
to 7 when moist. and chroma of 2 when moist.
Tacoma Series
The Tacoma series consists of deep, very poorly
drained soils on flood plains and deltas. These soils
formed in alluvium that has a high content of volcanic
ash. Slope is 0 to 1 percent. Elevation is 0 to 20 feet.
The average annual precipitation is 40 10 50 inches, the
average annual air temperature is about 50 degrees F,
and the average frost-free season is 160 to 200 days.
These soils are coarse-silty, mixed, acid, mesic Sulflc
Fluvaquents.
Typical pedon of Tacoma silt loam, 6 miles northeast
of Lacey', about 1,000 feet north and 300 feet west of
the southeast corner of sec. 31, T. 19 N., R. 1 E.
Oe--3 inches to 0. mat of fine grass roots.
A-0 to 7 inches', dark brown (10YR 3/3) silt loam.
grayish brown (10VR 5/2) dry; many medium
distinct dark brown (7.5YR 4/4) mottles; moderate
fine angular blocky strucure; friable, nonsticky and
slightly plastc, many medium and Pine roots,
extremely acid; abrupt smooth houndary.
Cg1-7 to 23 inches; dark grayish brown (10VR 4/2) silt
loam, light brownish gray (tOYR 6/2) dry: many fine
distinct dark yellowish brown (10YR 4/4) mottles;
moderate medium prismatic structure; friable,
slightly sticky and slightly plastic: many medium and
fine roots; extremely acid: abrupt smooth boundary.
Cg2-23 to 40 inches'.. dark grayish brown (tOYR 4/2)
silt loam, light brownish gray (10YR 6/2( dry; many
fine distinct dark yellowish brown (tOVR 4/4)
mottles', weak medium prismatic structure; iriahle,
nonsticky and slightly plastic: few fine roots;
extremely acid'. clear smooth boundary.
Cg3-40 to 50 inches', grayish brown (1 OVR 5/2) silt
loam, gray (10YR 6/i) dry; massive', friable, slightly
sticky and slightly plastic', extremely acid; abrupt
smooth boundary.
2Cg4-50 to 60 inches: dark greenish gray (SGV 411)
clay: common medium distinct brown (7.SVR 4/4)
mottles: massive', friable, very sticky and very
plastic: few fine tubular pores', strongly acid.
The soils are more than 60 inches deep, but the
159
rooting tlepih is limited by the water table unless [he
plant is hydrophytic. Some pedons have layers of muck
1 to 4 inches thick. These layers have a cumulative
thickness of less than 16 inches. The content of
weighted organic carbon is less than 12 percent in the
control section.
The A or Ap horizon has hue of 10YR or SV, value of
3 or 4 when moist, and chroma of i or 2 when moist. It
has faint or distinct mottles. It is strongly acid to
extremely acid. The Cg horizon has hue of tOYR, 2.SV,
or SY or is neutral in hue. It has value of 3 to 6 when
moist and 4 to 8 when dry antl chroma of 0 [0 2 when
moist or dry. It has faint to prominent mottles. II is very
strongly acid or extremely acid. The 2Cg horizon is
stratified clay to sand. It varies in texture within short
distances. It is very strongly acid or extremely acid. The
depth to this horizon is more than 60 inches in some
areas.
Tenino Series
The Tenino series consists of moderately deep, well
drained sails on terminal moraines. These soils formed
in glacial till over glacial outwash. Slope is 3 to 65
percent. Elevation is 50 to 400 feet. The average
annual precipitation is 45 to 60 inches, the average
annual air temperature is about 50 degrees F, and the
average frost-free season is 150 to 200 days.
These soils are coarse-loamy, mixed, mesic Dystric
Entic Durochrepts.
Typical pedon of Tenino gravelly loam, 3 to 15
percent slopes. 2 miles northwest of Littlerock; about
800 feet east and 4001ee1 north of the southwest
corner of sec. 27, T. 17 N.. R. 3 W.
At-0 to 5 inches', dark reddish brown (5VR 2/2)
gravelly loam, dark grayish brown (10VR 4/2) dry;
moderate fine granular structure; soft, very friable,
nonsticky and nonelastic', 30 percent pebbles; many
very fine, fine, medium, and coarse roots; many
very fine tubular pares: strongly acitl; clear smooth
boundary.
A2-5 to 71 inches; dark yellowish brown (10YR 3l4)
gravelly loam, dark brown (10YR 4/3) dry; moderate
fine granular structure; soft, very friable, nonsticky
and nonelastic', 30 percent pebbles; many fine,
medium, and coarse roots; many very fine tubular
pores; medium acid; clear smooth boundary.
Rw1-11 to 21 inches; dark brown (7.5YR 4/4) gravelly
loam, light yellowish brown (10VR 6/4) dry; weak
fine subangular blocky structure; soft, very triable,
nonsticky and nonelastic; 30 percent pebbles;
~„ .~ .,.
„ ~..~. Lisa Pet.ezzt
_~ - 203 FOt'RTH AvrurE ErsT Sure !'_I
qSU. OLY~IVIA WASnivGI'O~'9tihU
-0+',~n. ~7~~ ~~ VOIr E f ~fi01 S'-l OJIfi
4g Y~ fig" h.~.~. 1601 `-~ YD_;
Curt Heinold
Howard Ciodat and Associates
2705 Wesnnoor Court
Olympia. W'A 950'
October I5. 1996
Report File Nmnber: G96-OI2.
Report Subject Soil assessment for stonmyater faeility desi_m_
Location Smdv site is located south of Yelm Avenue, near [he intersection of the
hishwav and NR' Mountain View Road. in Yelm: within [he NW !, of
Section 2d, Township I7N. Rance 1 E, in Thurston County.
Soils were assessed September 26. 1996 by Lisa Palazzi, (ARCPACS cenitled soil specialise.
The intent of this work was to assess on-site soil conditions that would affect stormwater facility
design.
MAPPED SOIL SERIES DESCRIPTIOtiS:
t\ecording to the Thurston County Soil Survey, the following soil series is mapped on or near
the site: the Spanaway gravelly sands loam. (classified as a sands-skeletal_ mixed. mesie Andic
Xerumbrept'); and the Spanaway stony sandy loam. Iclassitied as a sandy-skelatal_ mired, mesie
Andic Xerumbrept=).
The Spanaway gravelly sandy loam soils are mapped onsite and commonly mapped across the
across the surrounding area. The Spanaway stony Sande loam soils are mapped off site to the
west and the south. Plesse refer to the attached soil map for details on soil map unit boundaries.
For your inPonnation. standard characreristics of the mapped soil series are described in
's~~m,-, i. . i n~.enw-s N m2 'n ,.i ~ n. ~~~ ~,.ih ~ dr~~i ~ .:,aunt n,~.., n.,,
k_ ,urtmhmin h_J rc'op.J J onJ'(om ti'. i. > I: arJr r_hi~ .~h',ea!m.oc.
cur Fww~n roles ap. .,dnUil -~ i. li Pc ~.-r,n %'~il C1~" -~'E. hd~u.
'id..~,i..a ur mza h _ .~niM1 h nag ,~ h n. roa l'_ ~U he nLLn J A..~cih
-~:mJr-+Arleiol. nuuJ.mucAnaia FunmNrsmu .rollr mcimm tha and haanmimul hnrii.~n aerclopmrnuupu. hwaJurA-colon~J. lou
I'. urtmeme I' F i umb IV: J ~elopcJ: m xnt ~~ nier fin: plmi.r'~nd eu ~m¢rJmu~h U 1 .dwmaaripiax
mbriw nrvlcn ~ayx- _, md~. _I- np. ~. i. i~lrtnpvmr stn m."i. U u~' - i. m~~n.
.,.. ,.enL u.:~, v~. S•h:l-~ mnJF h. nJ -n:. h p+:+urscl- ~i. he~olum J A..awl'~.
Page I
APPENDIX II. Please note that the SCS soil series maps and descriptions characterize ex ect d
characteristics in only the top 60-100 inches of soil. Furthermore, the map units can have
extensive inclusions of other soil types, and in some rare cases, can be entirely in error. Please
refer to the individual pi[ descriptions in APPENDIX 1 and to the discussion in the text below for
specifics on observed site soil conditions.
SITE GEOMORPHOLOGY AND SOILS DESCRIPTION
The approximately I.. acre site is located next door to the Yelm F..lks Cluh. south NW Yelm
Avenue (Yelm Highway L. near the intersection of NW Mountain View Road and the highway.
The site is undeveloped at this time, but up until recently had a house and garage in the northeast
portions. The site is mostly grassed, but also supports Scots broom. some planted fruit and nut
trees in addition to haw[hom, noble tit, Douglas-tit, and pine.
It is proposed to build a Tien County Credit Union facility on the site. The proposed
stonnwater system includes swales in the parking area that drain to an infiltration pond at the
southwest corner of the site.
Site topography (provided by the client) is quite flat elevations ranging from 34d to 345 feet.
According to USGS maps of the area the nearest natural water body is Thompson Creek, located
about % mile west of the site. The elevation at the creek surface is shown as less than 330 feet.
One pit was excavated and described onsite in the vicinity of the proposed infiltration pond.
The pit was Spanaway series, having about 24 inches of dark-colored, very gravelly surface soils
overlying extremely gravelly subsoils. The rocks below 77 inches were Mn stained, but
otherwise there was no indication of any current water table within 10 feet of the soil surface.
That asrees with data that indicates Thompson Creek is 14 feet lower in elevaiion_ The soils
below 24 inches are expected to percolate at rates in excess of 20 inches per hour.
[ hope this repot provides enough information to proceed with project planning. Please call if
you have any questions or require additional detail or clarification on am of these issues.
ard~~Ylo~ 1u, J
~~ll/ J~ Cit/-~I~
Lisa Palazzi «.JU~
ARCPACS certitied soil specialist
Certification m3313
Page ?
APPE*!DIX t
Pit 1
Huriz Doth Col CF Tom[ Swc Pcrc' ,Mort Rows OM 46C
e1 02J IOYR2/3 ~0 VGrSL WMG G-?0"' 0 ~bIF 6 d0
B ?-1JQ "' S/4 R0="'° XGrLS SG 20~ 0 CF d QO
CI 50-77 Jli RO•'°' XGrLS SG 20+ 0 FC <? <IO
CZ 77-57 4/? 80"" XGr LS SG 30+ 0 -- <7 <III
Sponmcac soils. Rocks belmc 77 inches arc ~In stained ioid'h
l'nc urpw-m<ripi number ryresenu Ne esriinmeJ ainpledigit pvnolutiun rmz fnr J~a pmiculorvoil pig horizon.
Paee 3
APPENDIX [f
SP,ANAWAY SERIES
The Spanaway gravelly sandy Ioams are very deep, somewhat excessively drained soil on
terzaces formed in glacial outwash and volcanic ash. The top ?0 inches are expected to be yen
dark-colored gravelly to very ~ avelly Ioams and sandy Ioams. Subsoils are expected to he
extremely gravelly sands. In some areas, these soils can also be very stony (rocks laruer than 10
inches in diameter).
Soil percolation rates are expected to be moderately rapid (2-6 inches per houq near the surface
and very rapid (grearer than '?0 inches per hourj in the extremely eracelty sand substraum_
These soils are used mainly as hayland, pasture.. or cropland, as homesites. or as a gravel source.
The primary limitation for any vegetation-related use is the very low wa[er holding capacity in
the subsoils.
The volcanic ash influence in these soils may be evidenced by fine-textured soils in interstices
between coarse fragments. Furthermore, these soils may show an increased tendency to cement
or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break
down into amorphous clays -- a silica gel.
The main limitation for septic system (or stormwater pond) design is the gravely subsoil's poor
_filtering capacirv -- a result of rapid percolation rates and relatively low silt and clay content.
Community sewer systems or alternative septic systems (usually sand filter and/or pressure
distribution) are encouraged to avoid contamination of groundwater or nearby wells. Grass-lined
swales or sand lined ponds may he encouraged for pretreatment of stormwater prior to
infiltration
SPAYAWAY SERIES
The Spanaway stom sandy Ioams are very deep. somewhat excessively drained soil on terraces
formed in glacial outwash and volcanic ash The top 16 inches are expected to be black stom
sandy Ioams underlain by 6 inches of very dark brown =ravelh~ sandy loam. Subsoils to 60
inches or treater are expected to be grayish brown extremely grvelly sands.
Soil percolation rates are expected to be moderately rapid (?-5 inches per hour) near the surface
and very rapid (grea[er than 30 inches per hour) in the extremeh gravely sand substratum.
These soils are used mainly as havland.. pasture, or cropland, but are greatly limited by the stony
surfaces. They are well-suited to homesites, but landscaped areas will require surface stone
removal The primary limitation for an_v veteta[ion-related use is the eery low ~+~ater holdine
capacity in the subsoils.
The volcanic ash influence in these soils may be evidenced by fine-textured soils in interstices
Page 4
between coarse fragments. Furthermore, these soils may show an increased tendency to cement
or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break
down into amorphous claw -- a silica et.
The main limitation for septic system or stormwater pond design is the eravelly subsoil's poor
tiltering capacity -- a result of rapid percolation rates and relatively low silt and clay content.
Community sewer systems or alternative septic systems (usually sand filter and/or pressure
distribution) are encouraeed to avoid contamination of eroundwater or nearby wells. Grass-lined
swales or sand lined ponds may be encnuraeed for pretreannent of stonmaater prior to
infiltration.
Paee 5
A PPEV DIS Ill
DEFINITIONS
Column Hcadim~s'.
Horiz = honzom. This ward relers to the horizontal bands of soil [hat loan of vanous depths from the surtam as a result of either
accumulation of oreanic mmrnals or Izadtine o1 does and salts be tearer. "A" homons gcneralk ham an accumulation o(oreamc
materials. "B"horizons genemlk hate an acctunuladon ol'docs or saps. "C"horizons ors ocnerolk either tmdifl'cremiated parcm
material or arc bclot. the zone of motor btelogical aclicin'. A small letter follorcine thz caoi[al Icner provides additional
inlurmmion. "&." describes a "cambte" or bank developed B horizon: 4 "etc". "es" or"ci" alter a B or C desrnbc's a hon<en
tcith tt cak cemnuanon. prone cemenmlion. and indumurnt respccncch 1n "r" alter a B or C indicates Ihal dtc hanzon i>
Aoininmed h)' saprokte. t'h ch is rotten rock -- ie. rock that r o d•cmnposed dtm u a almmt sat. dn'R' nll r ~ C indi ors
That the C hanzon is predamnantk hart. and composed hedr tck. ~ '^_" m lions of n B or C hanzon mdic ales thtl the suhsai L<
ham a dl Ffcram parent mmaml than the orerhim• soil.
Dpih = daplh: gtc~s Iho dismnu from Iha satiate I'ar the lop and houom of Hoch homm~
fol=color mesa NlunsdlBwk color chip axle. Tho blunscll minrtodcs msamnlc lpYR_4ieim mlarmouon on the hacllllyN.
caluc i 3 i. and chroma 11i al the soil. Soil color can be used m inlCr parent mmcriai. pcrccm areantc conrcnt_ or mil dminaec
clmmetcristic_=. Foresamola. soils with both loo chroma and rnlne msmnple 1p1~R_ 71 arc van dod~~atlord and mnd:a ha'
hi~•it oroan¢ matter comm~ts. soils sorb a ~Iwtsell chroma coda of"_ or loss ic,camplc: IIIYR h'7 mn~ La peorit drmnad
The Cullottim• caluc~chrome color cMcs atrtcspond to dlc tellatane sad calonmmcs fer the noa moss oummonh used HCF ~„~ac:=.
IUY R and'_ 3Y
IOYR HUE
COLOR VAi~7E V~WEiCHROM.-a ].zY HIaE ~~
COLOR ~A,AdE F?.LL EtCHROiYIA
rehire Ni I. k.'_ rehire \Y Y~'
li^_ht grac 71 L ] ~ licltt eras V':, i '
uac 6/I.sl grac V6:.Sy
dark eroc d/I darR roc N?'
¢n' dark Brat 3l I wn dart. ^rm I ~'=
black '_.I black ~"
~
can pole brottn 3/3. &d. ' 3. 7:A P'ak ccllott 44. 7 ~
li_In broe~aish emc GC light bmtnnsh ~m~ fii'_
m~ish bro t 'C m isl bmtrn `'
dark yaot ish boron 3i'_ ~ lark r ish hrottn t- 'I
n durk_ o sb brcnn ~ n dark. acish brot~n ~ _'
ndark bratm ' I hl hio Wish at ~ /'
Ito v tl n_ 8'x. 7'G. 7~8 ra sh bro cn
~ -
pale brott t G;3 d rA trot ish b min u-^_ I~
i
~
broon ~ darrm ish broon
t
]
~
dark brut n J ?+' pal Ito
~ 4 ~- -
I ht tdlctcis6 broon J li h alk is „ atrn 6 J
brottnish tellotc t't.fi"q li polka bro to ~ J. 1; r,
- Ilmtish bmtm 1 , ~ ° of b ott n a s '
dar tdlott ish bmun J J +n.? 4. Yf. Ilu ¢ r 8 #. b Y I
of ~Iln~t r r 68 I~
Tv=tcuurc: describes the telnice dommm~ce m site of soil pnnmles smaller :ban' mm dinmatcr. Sand. sih_ and da. as the ihroa
szc dosses oiduand being larecs mtd da) beinu stnalhsr Tha cesnval names ar. applied based on the oci_ht pcrcanmgc of sand
~. S_ sdt ~SiL and elm iC t. The Bald zsnm.ve of pcmvm sandsdt and dot ar given o nh the teaural name
CF=pcrccnt coarse fraemrnts. Coarse Ga!_mcnu ar dclinrd as rote mineral fm a_mcnl in the soil greater dtan'_mm dimnctcr. II nccdtd.
coarse Gamtten~s arc also dscribd in temrs al' carious size classes - growl. cobble. stone. etc Abbreviations assonated pith C Y
perecntaecs trill bc. Co=cobbl) tcuarr. fragtnents >3"diomtlen. Cn =mncrtions istnal 1. round pebble~lika Botm2nts Icrmcd
b~ soil minerals dissolcine and thrn m~procipimtingl IPno abbra lmien a indudad. assume that ds porcem CF a dcscnbme
~racds (roars: Iraemcnts "_mm and <~" in diamcicrl
Pa_=e I
If coarse fratancnt contcm is cxpres'scd as I?-3: percent. [hc lint Nation Isoil panicirs Icss than _' mm diamctcn tcnural call is
modilird and delmed as ~avellr li e ymmlh' Ionm ar emcelh silty clay): ii-6` percent Is ten grarelk: gmmer than ti5 perecm
is defined as c~tremelc sravelh'
Stntc = stmaive' describes the shape and size of the nanval soil clods. Seil tcith strone stntcnlrc is eenervlk convdersd to be stable
and troll decdoped. Sails that are periodicallc dismrbcd eenervlk hvice poor nmcuve. Finc• texiured sails with tt eak sn¢utrc
often hate poor percolation capabilities.
OfN=percent oreanic mvrttr Lt mincrol soils. organic mutter decre:rsos tcidt dis[vnce'rom the sod sun`acc Lott pcmunm^_es ~i"~~or
lessi m the wdvice can Indiana uoslon problems. Increased peranm~os be Wtt the surlacc can !ndlcmz a buried xtrlvcc i till on
Ote sufaee 1. Orsanie mvucr imprnces Antentrc and fenili¢ Surface Olbl"t. In mmcrvl soilc rvnves lromJto°_0"• R'hen OM"'~~
is_reasr dwn'll°'~~. the sod rove be dassifiN as rot organic radter[hvn mincrol soil This is gcnemlh lndieatltt ol'svwrmed nnrLor
cold conditions m the sod
Rent = rootine dcmh: can be used to locnre Inyus in the soil That mat restrict grotnh or tearer mocemcm
Vlou = nmuks ar an indin(tan Ihnt the soil pots [broach nhcmvung pennds ~I c>IC,dtd amunnivn and dnln~
Ptrc =percolntion rote. The percolntion role Is nn eslimme of Inchas ner hour user percolation (broach the sod The rams in
percolauon rotes as deg ised b} dm SCS arc as lollot¢:
Class Fsumarcd mcbes': ham'
Ven slop less than U Wt
Slav U U6.p'
~Node:amh slate 0.?-11fi
Yladcmte O.G-' U
Moderatek rapid 3U-ti b
Rapid hl)-_'fl
Vert rapid more than '_U
Tltc field cs[unate is made based an sail ternue-percent coarse Fraemems_ and odtcr soil lev(nres_ such as indication of amcntin__
and thv presancc of mottles.
Type =soil opz as lkf~ned in Article IV_ Rules and RaerllVtions of the Thurnov Crnmn Board of Health Gocemme Disposal of
Scttn_e i scone as Sute definitianl. These groupings hate been recenth reeler[ ad vnd mused m [he Stale IaceL but m eeneral
indicate sail teshue ovd mlamc percent ol'covrse fn~nents pith [hv Tcpe I soik hzin_e [he most mnrse~tcslurd ttidl [hc hi_zhesl
mare ITVemcnt pcrccnta~c and the Trpc G sails 6aine the lines tc~uled
511ndnl to sail pcrcoation role cstimatw, dx field [}pine estimate is bnsed on Interpretation of alTects of soil tem¢c. pcrrtcn
coarse fmmrents_ and other soil fcatwcs-such as indmatien ofcemcndne vnd tha presence of mottles In ~enerol. sod type I
Is loo course textured m vllatc for a standard desia. Some pre-treutmetn dsr n is tacd_ Ihvn Ore nml~ c soil va used for
Auposal of the Ireuad dOuen[.c Soil tcpcs 3 vvd 1 vre genaralh prefartcd_ ~Ithoueh ~ontc h pa A` mat ba hmlmd m some
decree be slow percolntion. Ippe i sails percolate ten slottk and arc erne: alb Icss desircablc due to hot[ cvsik (hog ar
hcdrau lievll. ocerbaded. ben mmmd or pressure distribution ssmms can be used In some toss to compensate tar ;hesa
Iimilatien=__ npe b soil arc uns'uimd due to minivml pereolatiou.
'I,~C' Pcrcenl elm motor :IS cstimv[cd usma hand-ICnurc tcchnlqucs In the Qdd
FIELD DCTA 4B31i Ev 1>TIOTS
Tenure codes Roou bloules Stnmwre
L=Lovml~i Fust tenet First lean SG=snclc stained ar tome.
St=Siln~i bl=~blan. fit =,blvn~ no uruuura
5 = Svndlt I C ° Common C =Common dl$ = Slassn c. mcanin¢ tic
C=ClavecY F=Fct~ F=Fcu stnwuna. ben not stnalc grvurd
F = Finc Second Icucr Second Ictrr First Icacr r: vresznls the
Gr= Grm dh F = Finc F = Finc strcn_nh of (hc stn¢IUrc
l'=Ven A1=11edium d1=,41dium 16=R'cak
= Enrcmdc C =Coarse L = Laa~c ~I = ~lodcrac
Ca = Cobbh Third later $ =strone
Part*e 3
(* C in lion[ of F = Point Sccand letter repres'cnts the
LS or SL smnds D = D!stinct see of the suvcmral unit
for Coarse) P=Prominem F~Fine
.VI = ibladium
C =Coarse
Third Ic¢cr _uoup represents the
shape of [hc stn¢tunl unit
SAB = subaneWar bloc6~
AB = nneular blocks
(i = ermu!lar
P = ppH
Strain c~ pc=scram bnr us dclincd in IFAC ']_-I a.opn. Racr Tcputg St stern Tlt~c pp!ne ~~cr--. stabbshM m co~~cerauon
bontc:n dtt Dupe of Gnw'm Rzroweca the Dtpt. of Fishencs dtc (kp~ of \ti ildliic. the Dept. of Ecolee~_ ono
m coreultauon with aliaad fndim robes The resells arc acatlable aaoss the counter ut DNR 41ap and Phnm
Sales. T'na cunem cream rcpt dtlinmons arc as lollows!paraoivastd Irom We \FAC cods dc>cnpuons!
Stream T_q*i it picot chametrnsnes
I 411 shorelines of the smm_ as deuced under RC\4' YO SR. wuhm !hew ord!non h!gh eater mark. e~cepung rhea
associated tvedands. Gtnenik. these mdudc all ricers. IaBas grcaror than '0 acres. and percnntai nreams
dotmst2am of the point ol'grcata titan '_Il cfs Ilow Thcsc arc genemlk considered m bt fish-beamte renters.
lltesc arc not Ttpc I natars. bin do has hilt fish. uildlile. err htunan use wives. Thc~. !ncludc scsments ol'nawml
~~amrs mtd their assocmtcd \retiands tthrelc
iat are dicertcd for domestic use be more than IOU ros'idontial or campinc onus....
tbi arc oithin am campground frith erecter thw! iU camping units....
ml:vc used b\-substantial ntunbers of anadromous or residen! gnme lisp for spawning. rcanne or mg•nhnu.
such as those hating a dclincd chanvd \ndth ol''_U Ice[ or ercmer ytd a gmditm of Icss than 1",~, or lakts.
ponds or imponndmenG with greater Ihan I acre ol'surface area at saasonnl low water.
(dl arc used b} salmonid Car oCf-channel habimt. usuallc emical (or juccnile sunical. such as those areas
connected to a slmonid bcorine stream and nccessihle at some tints oRhc scar and hacine an attess dminaee
area ~eirh less titan-Yo ~radicm
Thest nrz not fipe I or _' waars_ but hate moderate to slight fish. o'ildGfe. err htrmnn tae caloes. The. include
srzmen[s of natwW twrers and their assomated ecdands whtck.
Im are dicmed for domasuc ur. b} mot than 10 residenual or camping umt_
; b. are used bt n~titlc;utt uumbars of anndromous lish for spmtmnc. raring or rtuamtion. suer. as drama
hating a dclincd channel width of ~ lint or grcumratd v ~rzndizm of Icss than 1'_'d and not upstream of a I$Ils
oC more than 10 cmical @n.
IO we used bt stenificam nwnhers al ms;dcm gvmc tlsh_ such ns thost hacme v dclincd chnnnul width al I o
tern or ynaotcr. v summc: iow Ilnw of seater than uJCFS_ and a gradient of Icss than I?",. wd ponds or
Imooundrnents oidt meater then 0 i acre of surface nrev m scnsonnl loo hater.
!dl arc hiJtlr si~team for ororceuan of downsoeam tcmer quali[c such us tributanes that canmbwc more
Ihnn :0°6 of tht flare to n Trpc I ar_ trnter
Theca are not Tcpe I. 3. or i wmcrs. bin vrc considcrcd tmpanom I'or promcuon of dotmnremn tinter yuahn
ThuKC arc nor fish-Ixanng mearru_ bin here a dclinuf chmmel wd we auher imamutem dm!wees_ or vrc Ixrznnml
s¢emns munrr¢hublx pomonm afu drainer^c Thcscv.mcrs comiouc upstram anal nc~ channel bacomcs h~-s d!no
[cu w;de
These arc not 1'~pe I_ '. 3. or a waters. but mdudc streams uuh rn wuhout hell-defined channe G. eras of
perennial or !mcnnlacm sccpa__ ponds. nmural slnRs and dminacatsi haling shoo periods of spnne or norm
nm OIT
Page
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~~win County Credit Unior.
S[onmcater Soils Report
Site Location ,vlap
G96-01 ~= f le reference number
7\vin Counrv Credit Union
Stonnwa[ar Soils Report
Thurston County- Soil Sumer N{up
4oil ~7ap Unit Soil Series
110 Spanawac _~rsl
117 Span~twac ctrl
G96-01_00= file reference numbrr
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SOILS INVESTIGATION REPORT
TWIN COUNTY CREDIT UNION FACILITY
YELM, WASHINGTON
Bradley-Noble Geotechnical Services
A Division of The Bradley Group, Inc.
2401 Bristol Court SW - PO Box 10267 -Olympia WA 98502 - 360-357-7883
Bradley-Noble Geotechnical Services
A Division of The Bradley Group, Inc.
2407 Bristol Court SW, PO Box 10267, Olympia WA 98502
Phone 360-357-7883 FAX 360-754-4240
SOILS INVESTIGATION REPORT
FOR THE NEW TWIN COUNTY CREDIT UNION
FACILITY, YELM, WASHINGTON
This report presents the results of our subsurface
investigation for the new Twin County Credit Union
facility to be constructed at 1105 Yelm Avenue, State
Highway 510 in Yelm, Washington. Our purposes in
exploring the subsurface soil conditions were to
evaluate bearing capacity of the site soils, to
present recommendations for foundation design, and to
address other geotechnical considerations for this
project.
The development of this 2.5-acre parcel is proposed in
two phases. In the first phase the western one-half
of the property will have a 2800-square foot building,
drive-up Eac ility, and parking. The second phase is
the expansion of the building to 5825 square feet and
also expansion of the drive-up facility. Additional
parking and driveways will be constructed in the
eastern half o£ the property.
We expect that the new facility will be a
single-story, wood- or metal-frame building.
Conventional spread footings will be used for support
of wall loads. A concrete slab on grade is expected
to be used for the floor system. We expect that
asphaltic concrete pavement will be used for driveways
and parking areas at the site. Work was authorized on
behalf of the Twin County Credit Union by Mr. Robert
Slenes, Project Architect of the BSSS Group, the
project's designers.
SITE CONDITIONS
Surface Conditions
The project site is of low relief and nearly level
with a £ew large Douglas firs. The eastern half of
the property still has an occupied, single-family
residence. Zt is two-story, wood-frame structure
supported on a concrete block foundation system and
served by one domestic well. Outbuildings are
associated with this structure.
The western half of the site, in the area o£ the phase
one construction, we found surface and subsurface
96040101
Page 1 of 7
'~~ _ - --
~l `' -- _ - ~- =~-
96040101
Page 2 0£
structures associated with a mobile home that once
occupied this area. A small, wood-frame, storage barn
is in the area of proposed construction. There is a
septic tank between Test Pits One and Two and a
drainf field in the area of Test Pit Two. We expect
that underground water lines served this residence.
There is also an abandoned gas riser in this area.
There may be an additional domestic water well in the
small storage building that served this residence, or
a water line may extend from the residence to the
east. Concrete walks are in this area. Underground
locate shows a gas line crossing the property in the
northwest corner. This line serves the Moose Lodge to
the project west.
I£ the existing domestic wells on this site are not to
be used, then they will have to be abandoned according
to the Depaztment of Ecology Water Well Division
requirements as presented in WAC 173-160-415. We are
available to work with the owner to provide the
abandonment of these wells.
Subsurface Conditions
Subsurface conditions at the site were explored by
seven test pits excavated with a tractor-mounted
backhoe. These test pits were excavated in the phase
one area of the proposed construction. We did not
extend the soil exploration to the east because of
unmarked active underground utility lines that still
serve the occupied residence and the outbuildings.
Soils under the site are typical for this area. In
the test pits, we found 1.4 to 2.0 feet of a dark
brown, silty, gravelly sand, generally referred to as
the Spanaway topsoil. Underlying the Spanaway topsoil
and extending for the .full depth of the explorations,
' we found the coarse sands and gravels which were
£luvially deposited as the Vashon recessional
outwash. These recessional outwash gravels contain
cobbles and boulders to 1.5 feet in diameter. The
southern area seemed to have more sand than test pits
excavated in the northern area of the site.
No ground water or indication of seasonal high ground
- water was observed in the test pits. We expect that
the near surface aquifer would be encountered between
70 to 90 feet below the surface at this site.
~I
36040101
Page 3 of 7
DISCUSSION AND RECOM1fENDATIONS
Site Work
Based on the proposed site plan, the septic tank and
drainf field that served the former mobile home will be
under the building footprint. This tank will need to
be located and removed. The void after removal should
be filled with either a controlled structural fill
section placed and compacted in conformance with the
Earthwork Criteria section of this report or be filled
with Controlled Density Fill (CDF). The drainf field
laterals will need to be located and removed. Any
effluent-contaminated earth will also have to be
removed and disposed of in COHealthnce Department
Thurston County Public
requirements. The septic tank and drainf field that
haveet the abandoned afterdtheestructure istrazedl also
The Spanaway topsoil unit is a silty, gravelly sand.
The silts in this soil unit arosed1touraineduringesite
will "mud up" rapidly if exp
work. The underlying coarse, sandy gravels and
gravelly sands are considered toeb~ that sitenworkaon
non-moisture sensitive. We exp
this soil unit would not be affected by weather.
The recessional outwash soils on this site are
considered to be suitable for use as structural fill,
gravel base material under paving sections, and trench
bac kf ill. The oversized material, the large cobbles
and boulders, will have to be removed in order to use
this material. The Spanaway topsoil is marginal for
use as structural fill or trench bac kfill. It is not
considered to be suitable for use as gravel base
material under paving sections. The percentage of
fines makes this material difficult to compact as
moisture control is difficult to control in order tc
achieve a uniform density of the material.
Foundations
All foundations are to be founded on the Vashon
outwash sands and gravels below the Spanaway topsoil
unit. We recommend that the site be stripped to
expose these soils. Clearing and grubbing and
stripping to expose the outwash soils should extend
for a minimum of 10 feet outside of building lines.
96040101
Page 4 of 7
For footings placed on the outwash soils after
proof-rolling, we recommend a design bearing value of
3500 pounds per squaze foot. A one-third increase in
this recommended bearing value is permissible for
short-term wind or seismic loadings.
Exterior footings should be founded a minimum of 18
inches below planned finish grade for frost protection
and confinement. We recommend that continuous and
strip footings have a minimum width of 16 inches.
Isolated footings supporting column loads should have
a minimum dimension of 3.0 by 3.0 feet square.
Settlement of structures designed to the recommended
bearing values and placed on soils prepared according
to the recommendations of this report should not be
significant. Generally, we expect that both
differential and total settlements of 25 millimeters
or less will occur, mostly during construction and
ismediately after the loads are imposed. There should
be little long-term settlements.
Floor Slabs
After the site has been stripped, additional
structural fill material probably will be required to
bring the site to planned subgrade elevation. The
gradation of the material should be such that it can
also function as a capillary break material. Use of
on-site outwash soils is acceptable far strvctural
£ill under the slab. We do not recommend that the
Spanaway topsoil be used for structural fill under the
slabs.
Placement and compaction of the structural fill
section should be in strict conformance with the
recommendations of the Earthwork Criteria section of
this report. Placement of a thin lift of 5/8-inch
minus crushed rock is acceptable to facilitate the
fine grading operations for the slab placement.
The native sands and gravels act as a natural
capillary break. High ground water tables are not
evident at this site, and we do not expect that
wicking of moisture will be a major concern at this
site. We do recommend that a vapor barrier be
included in the design between the capillary
break/structural fill section and the slab. The
concrete slab should be designed to the
1;
' 96040101
Page 5 of
' recommendations o£ the current edition of the
Reinforcing Steel Institutes Design Manual for the
anticipated floor loads.
Pavinq Section
' The paving section may be placed on the Spanaway unit
if the specified minimum paving section thicknesses
are used and the Spanaway unit is uniformly compacted
to the specified density of the paving section. This
will minimize excavation and disposal costs. This
soil will exhibit some swelling after dens if ication
because of saturation.
Paving sections placed on the Spanaway soil unit may
be designed to a CBR value of 25. This design value
requires that a uniform density of 95& of ASTM D698 be
achieved on the subgrade. We recommend a minimum
paving section of 2 inches of class B asphaltic
concrete pavement, 2 inches o£ 5/8-inch minus crushed
rock for the leveling course, and either six inches of
ballast or eight inches of gravel base material.
All material used in the paving section is to conform
1 to the current requirements of the WSDOT/APWA
specifications for quality and compaction. The
project's civil engineers should review the
recommended minimum paving sections to ensure that the
section meets the minimum design requirements based on
the project's expected traffic loads.
~~ Lateral Soil Pressures
Zt is our understanding that no retaining walls or
foundations walls over four feet high are to be
incorporated in the design. If walls meeting these
criteria are to be built, we should be consulted for
design information.
Lateral loads may be resisted either by passive soil
1 For imported structural fill, we recommend that a
clean, six-inch minus, well graded gravel or gravelly
sand (classifying as GW or SW as determined by
ANSI/ASTM test method D-2487), conforming to APWA
specification 9-03.14 for gravelborrow, be used. We
also recommend that no more than 78 by weight pass the
number 200 screen as tested by ANSI/ASTM D-1140 test
procedure. Other material may be used after the
' review and written approval of the soils engineer or
engineering geologist.
96040101
Page 6 0£
All fill should be placed in uniform horizontal lifts
of six- to eight- inch loose thickness. Each lift
should be conditioned to the optimum moisture content
and compacted to the specified minimum density before
placing the next lift. We further recommend that all
utility trench backf ill be compacted as specified
above. Earthwork should be performed under the
continuous supervision and testing of Bradley-Noble
Geotechnical Services to ensure compliance with the
compaction requirements.
Placement of fill sections on slopes greater that 4:1
(horizontal to vertical) will be benched as directed
into the native soils. He fight and width of the bench
will be determined in the field by the soils engineer
or engineering geologist.
Unrestricted slopes shall not exceed 2:1 (horizontal
to vertical) for fill embanlanents and cuts that expose
native soils. All fill slopes will be rolled. The
project's civil engineer is responsible for the
protection of the constructed fill slopes from
uncollected runoff. We recommend that all
cut-and-fill slopes be seeded as soon as possible
after construction, so that vegetation can protect the
slopes from sheet washing.
No fill is to be placed during periods of unfavorable
weather or while the fill is frozen or thawing. When
work is stopped by rain, placement of fill will not
resume until the soils engineer or engineering
geologist determines that the moisture content is
suitable for compactive effort and that the previously
placed fill has not been loosened. The contractor
will take appropriate measures during unfavorable
weather to protect the fill already placed. Measures
that may be required include limiting wheeled traffic
and grading to provide temporary drainage of the
fill. At the direction of the soils engineer or
engineering geologist, the contractor will be
responsible for the removal and reworking of fill that
has softened or has less than the required compaction.
LIMITS OF LIABILITY
BRADLEY-NOBLE GEOTECHNICAL SERVICES is responsible for
the opinions and conclusions contained in this
report. These are based on the data relating only to
the specific project and locations discussed herein.
I
96040101
Page 7 of
This report was prepazed within the standard and
accepted practices of our industry. In the event
conclusions and recommendations based on these data
are made by others, such conclusions and
recommendations are not the responsibility of the
soils engineer or engineering geologist unless he has
been given an opportunity to review them and concurs
in such conclusions or recommendations in writing.
The analysis and recommendations submitted in this
report are based upon the data obtained in the
explorations at the locations indicated on the
attached plan. This report does not reflect any
variations that may occur between these explorations.
The nature and extent of variations between
explorations may not become evident until construction
is underway.
Bradley-Noble is to be given the opportunity to review
the final plans and specifications for soils work.
This is to verify that our geotechnical engineering
recommendations have been correctly interpreted and
implemented in the final design and specifications.
We also recommend that we be retained to provide
geotechnical services during the foundation
construction and trenching. These services would
include review of backfill operations, excavations,
and other geotechnical considerations that may arise
during construction. We would observe compliance with
the design concept and project specifications. If the
subsurface conditions differ from those anticipated in
our explorations, we would also evaluate changes in
construction specifications.
BRADLEY-NOBLE GEOTECHNICAL SERVICES
Report prepared by:
r
DaG~~~. ~trong.
Engineering Geologist
Please see attached soil's engineers review letter.
11 April 1996
i
TEST PIT LOGS
Test Pit One:
0 to -1.7 feet Dark brown silty cobbly sand,
Spanaway topsoil unit.
-1.7 to -6.1 feet Dense coarse sandy gravels and
gravelly sands with cobbles
to 14 inch diameter.
Test Pit Two:
0 to -2.0 feet Spanaway topsoil unit.
-2.0 to -6.0 feet Coarse sandy gravels with
small boulders and numerous
cobbles.
Excavated soil had a musty smell
of sewage. Drain field lateral
to the west of the test pit.
Test Pit Three:
0 to -2.0 feet Spanaway topsoil unit.
-2.0 to -6.0 feet Coarse sandy gravels with
cobbles to 8 inch diameter.
Slightly sandier soils.
Test Pit Four:
0 to -1.7 feet Spanaway topsoil unit.
-1.7 to -6.2 feet Coarse gravelly medium sands
with cobbles to 6 inch diameter.
Test Pit Five:
0 to -2.0 feet Spanaway topsoil unit.
-2.0 to -3.1 feet Coarse sandy gravel layer.
-3.1 to -6.1 feet Gravelly medium gray sand.
Test Pit Six:
0 to -1.7 feet Spanaway topsoil unit.
-1.7 to -5.9 feet Yellow brown medium sandy
gravel with cobbles and
boulders.
I Test Pit Logs
- Page 1 of 2
i .
I Test Pit Logs
Page 2 of 2
Test Pit Seven:
0 to -1.4 feet Spanaway topsoil unit.
-1.4 to -fi .3 feet Yellow brown sandy gravels with
cobbles and boulders.
No seepage or ground water was observed in any test
' pit. No indication of seasonal high ground water
levels were observed. The outwash deposits of sands
and gravels with cobbles and boulders is dense. The
' large boulders were occasionally difficult to remove
from the test pits.
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JOB TCCO - STORMWATER DESIGN
AEM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING
REM BASIN #2 TO WETPOND POND
TOT 1.79
FIL C: \HYE\lA.INC
NEW BUILDING ADDITION STORMWATER TO WETPOND
DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9
SCS 1.80, 0.60, 98, 80, 20, 0.01, 220
DPI 62 399.15 399.3 392.05 340.5 10
RED (0/0, 1821/0.19)
RES 395, 390, 395, OVER
END
C:ANYDRAVCMDA
j.w.morrissette & associates
C:\HYDRA\CMD\TCCUB2N6.CMD
TCCD
*** 80ILOING ADDITION STORMWATER
Link Long Slope Invert San
Diam Up/Dn Inf
HYDRA Version 5.85
Page 1
- - - - - - - - - -----------15:01 9-Dec-l0E
CFS
STORMWATER DESIGN
TO Pipe Des ign
Sto Qdes Depth 6rOp 6r Dn SrCh/Dlt
Mis Vel Up/Dn HGLDp HGLDn Estimated
d/D Cover DiffUp Di ff Dn Cost
1 62 0.0250 342.05 0.0 0.3 0.31 1.20 349.15 399.30
10 340.50 0.0 0.0 3.55 2.10 392.29 340.69 0
0.23 3.80 1.91 3.61
Lateral J.ength= 62 Upstream length= 62
Lateral length= 0 Upstream length- 0
*** BDILDING ADDITION STORMWATEA TO
Cost Invert
Link Exfil Up/On/Ovr
3 0 345.00 Incoming
0 390.00 Discharge
395.00 Overflow
Stored
Lateral length= 62
Reservoir
Maximum Flow Values
San In£ St0 Mis Design
0.00 0.00 0.31 0.00 0.31
o.oo o.oo o.1s o.oo o.IS
0.00 0.00 0.00 0.00 0.00
0 0 1966 0 1966
Upstream lengi h= 62
C:\HYDRA\CMD\ HYDRA Version 5.85
j .w.morrissette & associates Page 1
Q \HYDRA\CMD\TCCOB2N 6.CM0
15:01 9-Dec-105
NONE
Stat us o£ DEFAULTS at start of run.
I
I
Command file C: \HYDRA\CMD\TCCOB2N6.
CMD
I Input units are read as DSA
I Warnings are turned OFF
I Output sent to display Detailed
I Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I Strinq to reset printer 27 51 36 10
String to set printer to compressed 17 15
I String to set printer to 8 lines/inch 8 27 51 27
Name of printer Epson, E'X series
I Print heading at top of page ON
Number of steps in hydrograph 166
I Step length in minutes 60
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
Maximum d/D for pipe design/analys.is 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable diam drops 999
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 mise flows ON
I Listing of acceptable diameters (Chan ged by the PCO command):
I 9 6 8 10 12 15 18 21 24 27 30
I 33 36 39 92 95 90 59 60 66 92 78
84 90 96 102 108 119 120 132
1 : JOB TCCO - STORMWATER DESIGN
2 : REM --- 6 MONTH STORM EVENT FOR TREA TMENT SIZING
3 :
9 : REM BASIN #2 TO WET POND POND
5 : TOT 1.79
Total rainfall 1.79 Inches
C :\HYDRA\CM D\ HYDRA Version 5.65
j .w. morrissette & a ssociates Page 2
C :\HYDRA\CMD\TCCUB2N6.CMD 15:01 9-Dec-105
TCCO - STORMWATER DESI GN
6 : FIL Cx \HYE\lA .INC
- --- --START OF SUB- FILE---- --
1 :
2 : HYE 10 0.009 0.009 0. 009 0. 009 0.009 0.009 0.009 0 .004 0 .009 0. 009 D.
005 +
3 : 0.005 0.005 0. 005 0. 005 0.005 0.006 0.006 0 .006 0 .006 0. 006 0.
006 0.007 +
9 : 0.007 0.007 0. 007 0. 007 0.007 0.0062 0.0082 0.008 2 0.008 2 0.00
82 0.0082 0.0095 +
5 : 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0139 0 .0139 0.0139 0.0180
0.0180 0 .039 0.0 59 +
6 : 0.027 0.018 0. 0139 0 .0139 0.0134 0.0 088 O. O OBft 0. 0088 0. 0088 0
.0088 0.0 088 0.00 86 +
7 : 0.0088 0.0088 0.0088 0.0088 0.0068 0 .0072 0 .0072 0.0072 0.0072
0.0072 0 .0072 0. 0072 +
8 : 0.0072 0.0072 0.0072 0.0072 0.0072 0 .0057 0 .0057 0.0057 0.0057
0.0057 0 .0057 0. 0057 +
9 : 0.0057 0.0057 0.0057 0.0057 0.0057 0 .0050 0 .0050 0.0050 0.0050
0.0050 0 .0050 0. 0050 ~F
10 : 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0040 0 .0090 0.0090 0.0090
0.0090 0 .0090 0. 0040 +
11 : 0.0040 0.0090 0.0090 0.0090 0.0090 0 .0090 0. 0090 0.0040 0.0090
0.0090 0 .0090 0. 0090 +
12 : 0.0040 0.0090 0.0090 0.0090 0.0040 0 .0090 0. 0090 0.0090 0.0040
0.0090 0 .0090 0. 0040 +
13 : 0.0090 0.0040 0.0040 0.0040 0.0040 0 .0090 0. 0090 0.0090 0.0040
0.0040 0 .0040 0. 0040 + 0.0040
Step time 10.00 Minute s
Total in ori ginal hyetograph 0.17 Inches
Adjusting hyetogr aph fr om 10.00 minutes to 60 .0 0 min utes
Total volume rain in produ ction hyetograph 1.79 Inches
M aximum intensity 0.29 Inches /Hr
15: RET
--- - END OF SUB-FILE ------
7: NEW BUILDING ADDITION STORMWATEA TO WETPOND
B: OPD 0.01.2, 6, 1. 0, 0.5, 2, 0.005, 0.9
Manninqs n 0. 0120
Minimum diameter 6. 00 Inches
Minimum depth 1. 00 Feet
Minimum cover 0. 50 Feet
Minimum velocity 2. 00 Feet/Sec
Minimum slope 0. 00500
U/d 0. 9000
Maximum diameter 132. 00 Inches
9: SCS 1.60, 0.60, 98, B0, 20, 0.01, 7.20
Computed concentration time 1. 83 Minutes
Total Time of Concentration 1. 83 Minutes
'P Otal rainfall falling on impervious 7017. 52 CuFt
Impervious runoff 6198. 53 Cu Ft
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morri ssette fi associates Page 3
C:\HYDRA\CMD\TCCUB2N6.CMD 15:01 9-Dec-105
TCCD - STORMWATER DESIGN
Portion off impervious 87 .62 &
Peak CFS rainfall falling on impervious 0 .32 Cu Ft/Sec
Peak CFS runoff from impervious 0 .29 Cu Ft/Sec
Equivalant "C" off impervious 0 .90
Total rainfall falling on pervious 4676 .39 Cu Ft
Pervious runoff 1199 .31 Cu Ft
Portion off pervious 24 .57 ~
Peak CFS rainfall falling on pervious 0 .21 Cu Ft/Sec
Peak CFS runoff from pervious 0 .024 6 Cu Ft/Sec
Equivalant "C" off pervious 0 .12
Total rainfall falling on segment 11695 .86 Cu Ft
Total segment runoff 7297 .89 CuFt
Portion off segment 62 .90 $
Peak CFS rainfall falling on segment 0 .53 Cu Ft/Sec
Peak CFS runoff from segment 0 .31 Cu Et/Sec
Equivalant "C" off segment 0 .58
10: DPI 62 394.15 394.3 342.05 390.5 10
Length 62 .00 Fee[
Ground elevation up 399. 15 Feet
Ground elevation down 399. 30 Feet
Invert elevation up 392. 05 Feet
Invert elevation down 390. 50 Feet
Minimum diameter 10. 00 Inches
Lump sum cost 0. 00 Dollars
ManningsN 0. 012 00
MinSlope 0. 005 00
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0. 00 Ca Ft/Sec
Storm flow )m SF) 0. 311 Cuft/Sec
Design flow including SF 0. 311 Cuft/Sec
Combined SF 1. 000
Design diameter 10. 00 Inches
Invert elev up 342. 05 Feet
Invert elev down 340. 50 Feet
Slope 0. 025 0
Depth o£ fluid in pipe 2. 30 Inches
tl/D 0. 230
Partial flow velocity 3. 552 Feet/Sec
11: RED (0/0, 1821/0.19)
12: AES 395, 340, 395, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity o£ reservoir IN E'1 NITE
Inlet elevation 345. 00 Feet
Outlet elevation 390. 00 Feet
C:AHYDRAVCMDA
j.w.morrissette & associates
C:\HYDRA\CMD\T000B2N6.CMD
HYDRA Version 5.85
Page 9
15:01 9-Dec-105
TCCO - STORMWATER DESIGN
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0 .00 Cu E't/Sec
Storm flow (no SF) 0 .311 Cuft/Sec
Design £1 ow including SF 0 .311 Cuft/Sec
Combined SF 1 .000
13: END
C:AHYDRAVCMDA
j.w.mo sissette & associates
C:\HYDRA\CMO\TCCUB2N6.CM0
TCCU - STORMWATEft DESIGN
- S O 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
Len qth of transport units
Length of pressure pipe
HYDRA Version 5.H5
Page 5
15:01 9-Dec-105
9
3
90
0
0.00 Acres
1.80 Acres
0
1
0
0
62.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closing DBF and NDX Files
C:AHYDRAVCMDA BYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\TCCOB2N6.CMD
15:32 9-Dec-105
NONE
Status of DE FADLTS at start of run.
I
I
Command file C:\HYDRA\CMD\TCCDB2N6.
CMD
I Inpu[ units are read as DSA
I Warnings are turned OFF
I Output sent to display Detai Led
Output sent to printer Off
Output sent to file Detailed
I Paper width in inches H. 000
I String to reset printer 27 51 36 18
String to set printer to compressed 17 15
I String to set printer to 8 lines/inch 8 27 51 27
I Name of printer Epson, FX series
I Print heading at top of page ON
I Number of steps in hydrograph 166
I Step length in minutes 60
I Significant flow in hydrograph 0.010
I Infiltration 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 o£ actual storm 0.00
Rational Method computations OFF
I SCS computations Santa Barbara
I Continuous simulation computations ON
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable tliam drops 999
Mimimvm drop thru manhole 0.000
I Manning's n Variable
Rooting technique Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate misc flows ON
I Listing oC acceptable diameters (Chan ged by the PCO command):
I 9 6 8 10 12 15 18 21 29 27 30
I 33 36 39 92 45 98 59 60 66 72 78
84 90 96 102 106 11-0 120 132
1 : JOB TCCU - STORMWATER DESIGN
2 : REM --- 6 MONTH STORM EVENT FOR 'TREATMENT SIZING
3 :
9 : REM BASIN #2 TO WETPOND POND
5 : TOT 1.79
Total rainfall 1.79 Inches
C:\HYDRA\CMD\
j.w.morri ssette S associates
C: \H YDRA\CMD\TCCUB2N6.CMD
TCCD - STORMWATER DESIGN
HYDRA Version 5.85
Page 2
15:32 9-Dec-105
6 : FIL C:\HYE\lA .INC
---- --START OF SUB- FILE--- ---
1 :
2 : HYE 10 0.009 0.009 0 .004 0.004 0.004 0.004 0.009 0.009 0.004 0.0 09 0.
005 +
3: 0.005 0.005 0 .005 0.005 0.005 0.006 0.006 0.006 0.006 0.0 06 0.
006 0.007 +
9: 0.007 0.007 0 .007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0134 0.0139 0.0139 0 .0180
0.0180 0 .039 0. 059 +
6: 0.027 0.018 0 .0139 0.0134 0.0134 0.0 088 0.0088 0. 0088 0.0 088 0
.0088 0.0 088 0.0088 +
7: 0.0088 0.0088 0.0088 0.0088 0.0088 0 .0072 0.0072 0.0072 0. 0072
0.0072 0 .0072 0 .0072 +
B: 0.0072 0.0072 0.0072 0.0072 0.0072 0 .0057 0.0057 0.0057 0. 0057
0.0057 0 .0057 0 .0057 +
9: 0.0057 0.0057 0.0057 0,0057 0.0057 0 .0050 0.0050 0.0050 0. 0050
0.0050 0 .0050 0 .0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0. 0090 0.0040 0.0090 0. 0090
0.0090 0 .0040 0. 0090 +
11: 0.0040 0.0090 0.0090 0.0040 0.0090 0. 0090 0.0090 0.0040 0. 0090
0.0090 0. 0040 0. 0090 +
12: 0.0090 0.0090 0.0090 0.0090 0.0090 0. 0040 0.0040 0.0090 0. 0090
0.0090 0. 0090 0. 0090 +
13: 0.0090 0.0090 0.0090 0.0090 0.0090 0. 0090 O.OOAO 0.0090 0. 0040
0.0090 0. 0040 0. 0090 +0.0090
Step time 10.00 Minutes
Total in original hyetograph 0.17 lnches
Adjusting hyetogr aph from 10.00 minutes to 60.00 min utes
Total volume rain in production hyetograph 1.79 Inches
Maximum intensity 0.29 Inches/H r
15: RET
----- - END OF SOB-FI LE ---- --
7: NEW BUILDING A DDITION STORMWATER TO WETPOND
8: DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
Mannings n 0.01 20
Minimum diameter 6.00 Inches
Minimum depth 1.00 Feet
Minimum coves 0.50 Feet
Minimum velocity 2.00 Feet/Sec
Minimum slope O.OOS00
D/d 0.900 0
Maximum diameter 132.00 Inches
9: SCS 1.80, 0.60 , 96, 6 0, 20, 0.01, 220
Compu ted concentration time 1.83 Minutes
Total Time of Concentration 1.83 Minutes
Total rainfall falling on impervious 7017.52 Cu Ft
impervious runoff 6198.53 Cu Ft
C:\HYDRA\CMD\ HYDRA Veisi on 5.85
j.w.morrissette s associates Page 3
C:\HYDRA\CMD\TCCU92N6.CMD 15:32 9-Dec-105
TCCU - STORMWATER DESIGN
Portion off impervious 8'7 .62 8
Peak CFS rainfall falling on impervious 0 .32 Cu Ft/Sec
Peak CFS runoff from impervious 0 .29 Cu Ft/Sec
Equivalant "C" off impervious 0 .90
Total rainfall falling on pervious 9678 .39 Cu Ft
Pervious runoff 1199 .31 CuFt
Portion off pervious 29 .57 F
Peak CFS rainfall falling on pervious 0 .21 CuFt/Sec
Peak CFS runoff from pervious 0 .024 6 Cu Ft/Sec
Equivalant "C" off pervious 0 .12
Total rainfall falling on segment 11695 .Hfi Cu Ft
Total segment runoff 7297 .89 Cu Ft
Portion off segment 62. .40 &
Peak CFS rainfall falling on segme nt 0 .53 Cu Ft/Sec
Peak CFS runoff from segment 0 .31 CuFt/Sec
Equivalant "C" off segment 0 .58
10: DPI 62 349.15 344.3 342.05 390.5 10
Length 62 .00 Feet
Ground elevation up 399 .15 Feet
Ground elevation down 399 .30 Feet
Invert elevation up 392 .05 Feet
Invert elevation down 390 .50 Feet
Minimum diameter 10 .00 Inches
Lump sum cost 0 .00 Dollars
ManningsN 0 .012 00
Min5lope 0 .005 00
Link number .
@Atlding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Desi qn Flow 0 .00 Cu FT/Sec
Storm flow (no SF) 0. 311 Cuft/Sec
Design flow including SF 0 .311 Cuft/Sec
Combined SF 1. 000
Design diameter 10. 00 Tnches
Invert elev up 392. 05 Feet
Invert elev down 390. 50 Feet
Slope 0. 025 0
Depth of fluid in pipe 2. 30 Inches
d/D 0. 230
Partial flow velocity 3. 552 FeeC/Sec
11: RED (0/0, 955/0.731
12: RES 395, 390, 395, OVER
Number of points on Volume/Discharge curve 2.
Maximum capacity of reservoir INFINITE
Inlet elevation 395. 00 Feet
Outlet elevation 390. 00 Feet
C:AHYDRAVCMDA
j.w.morrissette & associates
C:\HYDRA\CMD\TCCUB2N6.CMD
TCCO - STORMWATER DESIGN
Link number 2
@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
HYDRA Version 5.85
Page 4
15:32 9-Dec-105
0.00 CuFt/Sec
0.311 Cuft/Sec
0.311 Cuft/Sec
1.000
13: END
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\TCC002N6.CMD
TCC^ - STORMWATER DESIGN
-- 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 sCOrm area
Number of pumps
Number of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
i~e ngth of channel
Length of gutter
Length of transport units
Length of pressure pipe
HYDRA Version 5.85
Page 5
15:32 9-Dec-105
6
3
90
0
0.00 Acres
1.80 Acres
0
1
0
0
62.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closing UBF and NDX Files
JOB TCCD - STORMWATER DESIGN
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
REM BASIN k1 TO INFILTRATION GALLERY
TOT 6.15
FIL C: \BYE\lA.ING
NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY
DPD 0.012, 6, ].0, 0. 5, 2, 0.005, 0.9
SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
DRI 62 399.15 34N.3 342.05 390.5 10
RED (0/0.17, 577/0.17)
RES 395, 390, 395, OVER
END
C: \HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette b associates Page 1
C:\HYDRA\CMD\TCCDHIN.CMD 11:47 9-Dec-105
CFS
TCCU - STORMWATER DESIGN
*** NE ACCESS STORMWATER TO IN FILTRA Pipe Design
Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt
Di am Up/Dn Inf Mis Vel Up/On HG LUp HGh Dn Estimated
d/D Cover DiffUp Diff Dn Cost
1 62 0.0250 392.05 0.0 0.3 0.30 1.70 399.15 399.30
10 390.50 0.0 0.0 3.96 2.10 392.23 390.68 0
0.22 3.80 1.92 3.62
Lateral length= 62 Upstream length= 62
Lateral length= 0 Upstream length= 0
*** NE ACCESS STORMWATER TO IN FI LTRA
Cost Invert - ------------- Maxim~un Flow Values --------
Link Exf it Op/Dn/OVr San Inf S to
3 0 395.00 Incoming 0.00 0.00 0 .30
0 340.00 Discharge 0.00 0.00 0 .17
345.00 Overflow 0.00 0.00 0 .00
Stored 0
____ 0
_ 957
_
__________
Lateral le _____________
ngth= 62 ___
_____________
Opstream length= _______
62
Reservoir
Mis Design
0.00 0.30
0.00 0.17
0.00 0.00
0 957
C: \HYDRA \GMD\ HYDRA Version 5.85
j.w.morrisse[te b associates Page 1
C: \HYDRA\CMD\TCCDHIN.CMD
NONE
Status of DEFAULTS at start o£ run
11:97 9-0ec-105
I Command file C: \HYDRA\CMD\TCCOBIN.CMD
I Input units are read as OSA
I Warnings are turned OFF
I Output sent to display Detailed
Output sent to printer Off
Output sent [o file Detailed
I Paper width in inches 8.000
I String to reset printer 27 51 36 18
String to set printer to compressed 17 15
String to set printer to 8 lines/inch 8 27 51 27
I Name of printer Epson, FX series
I Print heading at top of page ON
I Number of steps in hydrograph 166
Step length in minutes 60
I Significant flow in hydrograph 0.07.0
I Infiltration Diurnalization Factor 0.980
I Maximum plot value Selected by HYDRA
Type o£ hydmgraphic plot Compact
I Sanitary fLOw by Diurnal Curve
I Delay to stars of actual storm 0.00
I Rational Method computations OFF
SCS computations Santa Barbara
Continuous simulation computations ON
I Maximum d/D for pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
I 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
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 LB 21 24 27 30
I 33 36 39 92 45 98 59 60 66 72 78
89 90 96 102 108 119 120 132
1: JOB TCCD - STORMWATER DESIGN
2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
3:
9: REM BASIN #1 TO INFILTRATION GALLERY
5: TOT 6. L
Total rainfall 6.15 Inches
C: \HYDRA\CMD\ HYDRA Version 5.85
j. w. morrissette & a ssociat es Page 2
C \HYDRA\CMD\TCCOBI N.CMO 11:47 9-Dec-105
TCCO - STOItMWATER DESIGN
6 : FIL C:\HYE\lA .INC
-- -- --START OF SOB- FILE--- ---
1 :
2 : HYE 10 0.009 0.009 0 .009 0. 004 0.009 0.009 0 .004 0 .004 0 .009 0. 004 0.
005 +
3 : 0.005 0.005 0 .005 0. 005 0.005 0.006 0 .006 0 .006 0 .006 0. 006 0.
006 0.007 +
4 : 0.007 0.007 0 .007 0. 007 0.007 0.0082 0.008 2 0.008 2 O.OOd2 0.00
62 0.0082 0.0095 +
5 : 0.0095 0.0095 0.0095 0.0095 0.0095 0. 0134 0 .0139 0.0134 0.0160
0.0160 0 .039 0. 059 +
6 : 0.027 0.016 0 .0134 0 .0134 0.0139 0.00 88 0. 0 088 0. 0088 0. 0088 0
.0088 0.0 088 0.0 088 +
7 : 0.0088 0.0088 0.0088 0.0088 O. OOBA 0. 0072 0 .0072 0.0072 0.0072
0.0072 0 .0072 0 .0072 +
8 : 0.0072 0.0072 0.0072 0.0072 0.0072 0. 0057 0 .0057 0.0057 0.0057
0.0057 0 .0057 0 .0057 t
9 : 0.0057 0.0057 0.0057 0.0057 0.0057 0. 0050 0 .0050 0.0050 0.0050
0.0050 0 .0050 0 .0050 +
10 : 0.0050 0.0050 0.0050 0.0050 0.0050 0. 0090 0 .0040 0.0090 0.0090
0.0040 0 .0040 0 .0090 +
11 : 0.0090 0.0090 0.0090 0.0090 0.0040 0. 0040 0 .0090 0.0090 0.0090
0.0090 0 .0090 0 .0090 +
12 : 0.0090 0.0090 0.0090 0.0040 0.0090 0. 0090 0 .0090 0.0090 0.0090
0.0090 0 .0090 0 .0040 +
13 : 0.0090 0.0090 0.0040 0.0090 0.0090 0. 0090 0 .0090 0.0040 0.0090
0.0040 0 .0090 0 .0040 + 0.0040
Step time 10.00 Minutes
Total in ori ginal hyetograph 0.17 Inches
AdjusTing hyetog raph fr om 10.00 minutes to 60 . 00 min utes
Total volume rain i n produ ction hyet ograph 6.15 Inches
Maximum intensity I.O1 Inches /Hr
15: RET
--- - END OF 50H-FILE ------
7: NEW NE ACCESS STORMWA'L ER TO INFILTRATION GALLERY
d: DPD 0.012, 6, 1.0, 0. 5, 2, 0.005, 0.9
Mannings n 0. 0120
Minimum diameter 6. 00 Inches
Minimum depth 1. 00 Feet
Minimum cover 0. 50 Feet
Minimum velocity 2. 00 Feet/Sec
Minimum slope 0. 00500
D/d 0. 9000
Maximum diameter 132. 00 Inches
9: SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
Computed concentration time 1. 83 Minutes
Total Ti me of Concentration 1. 83 Minutes
Total rainfall falling on impervious 3352.02 CuFt
Impervious runoff 3225.87 CuFt
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette 5 associates Page 3
C:\HY DRA\CMD\TCCUBIN CMD 11:97 9-Dec-105
TCCO - STORMWATER DESIGN
Portion off impervious 96. 24 8
Peak CFS rainfall falling on impervious 0. 15 CuFt/Sec
Peak CFS runoff from impervious 0. 15 Cu Ft/Sec
Equivalant "C" off impervious 0. 96
Total rainfall falling on pervious 5292. 91 CuFt
Pervious runoff 3393. 67 CuFt
Portion off pervious 63. 78 8
Peak CFS rainfall falling on pervious 0. 29 CuFt/Sec
Peak CFS runoff from pervious 0. 15 CuFt/Sec
Equivalant "C" off pervious 0. 62
Total rainfall falling on segment 8594. 93 CuFt
Total segment runoff 6569. 59 Cu Ft
Portion off segment 76. 49 8
Peak CFS rainfall falling on segment 0. 39 Cu Ft/Sec
Peak CFS runoff from segment 0. 30 CuFt/Sec
Equivalant "C" oft segment 0. 75
10: DPI 62 344.15 399.3 392.05 390.5 10
Len qth 62. 00 Feet
Ground elevation up 399. 15 Feet
Ground elevation down 349. 30 Feet
invert elevation up 342. 05 Feet
Invert elevation down 390. 50 Feet
Minimum diameter 10. 00 Inches
Lump sum cost 0. 00 Dollars
ManningsN 0. 012 00
MinSlope 0. 005 00
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Desi qn
Average Design Flow 0. 00 Cu Ft/Sec
Storm flow (no SF) 0. 296 Cuft/Sec
Design flow including SF 0. 296 Cuft/Sec
Combined SF 1. 000
Design diameter 10. 00 Inches
Invert elev up 392. 05 FeeC
Invert elev down 390. 50 Feet
Slope 0. 025 0
Depth oT fluid in pipe 2. 20 Inches
d/D 0. 220
Partial flow velocity 3. 965 Feet/Sec
11: RED (0/0.17, 577/0. P)
12: RES 395, 340, 345, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 395. 00 Feet
Outlet elevation 340. 00 Feet
C:\HYDRA\CMD\
j.w.morrissette s associates
C:\HYDRA\CMD\TCCDBIN.CMD
HYDRA Version 5.85
Page 9
11:47 9-Dec-105
TCCO - STORMWATER DESIGN
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 0.296 Cuft/Sec
Design flow including SF 0.296 Cuft/Sec
Combined SF 1.000
13: END
C:\HYDRA\CMD\
j.w.morrissette & associates
C: \HYDRA\CMD\TCCOBIN.CMD
TCCO - STORMWATER DESIGN
- S U M M A R Y O F A N A L Y S T S------
Run number on command £ile
Number of links
Number of hytlroyraphs
Total sanitary population
Total sanitary area
Total storm area
Number of pumps
Nurtiber of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of exist inq pipe
Length of channel
Length of gutter
Length of transport units
Length o£ pressure pipe
HYDRA Version 5.85
Page 5
11:4"1 9-Dec-105
7
3
90
0
0.00 Acres
0.39 Acres
0
1
0
0
62.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closiny DBF and NOX Files
JOB TCCD - STORMWATER DESIGN
REM --- 100 YEAA STORM EVENT FOR DETENTION SIZING
REM BASIN #2 TO INFI LTRATSON POND
TOT fi.15
FIL C:\HYE\IA.INC
NEW BUILDING ADDITION STORMWATER TO INFILTRATION POND
DPD 0.012, fi, 1. 0, 0.5, 2, 0.005, 0.9
SCS 1.80, 0.60, 98, 80, 20, 0.01, 220
DPI 62 399.15 399.3 392.05 390.5 10
RED (0/0.39, 8915/0.39)
RES 395, 340, 345, OVER
END
C:AHYDRAVCMDA
j .w.morrissette & associates
C: \HYDRA\CMD\TCCUB2 N.CMD
TCCD
*** BUILDING ADDITION STORMWATER
Link Long Slope Invert San
Di am Up/Dn Inf
HYDRA Version 5.85
Page 1
11:35 9-Dec-105
r_es
STORMWATER DESIGN
TO Pipe Design
Sto Qdes Depth GrOp 6rDn SrCh/Dlt
Mis Vel Up/Dn HGLUp HGLDn Estimated
d/D Cover Diff Up Diff Dn Cost
1 62 0.0250 342.05 0.0 1.5 1.51 1.20 399.15 394.30
10 340.50 0.0 0.0 5.52 2.10 392.97 390.92 0
0.50 3.80 1.66 3.38
____________________________________________________
Lateral length= b2 Upstream length= b2
____________________________________________________
Lateral length= 0 Upstream length= 0
*** BUILDING ADDITION STORMWATER TO
Cost Invert
Link Exfil Up/Dn /OVr
3 0 395.00 Incoming
0 390.00 Discharge
345.00 overflow
Stored
Lateral length= 62
Reservoir
Maximum Flow Values
San Inf Sto Mis Design
0.00 0.00 1.51 0.00 1.51
0.00 0.00 0.39 0.00 0.39
0.00 0.00 0.00 0.00 0. UO
0 0 7b9o D 7b9o
Upstream length= 62
C:AHYDRAVCMDA HYDRA Version 5.85
j.w.morrissette 6 associates Paqe 1
G \HYDRAVCMDATCCUB2N. CMD
11:35 9-Dec-105
NONE
Stat us of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\TCCOB2N.CMD
I Input units are read as USA
Waznings are turned OFF
Output sent to display Detailed
I Output sent to printer Off
I Output sent to Hle Detailed
Paper width in inches 8.000
I String to reset printer 27 51 36 18
String to set printer to compressed 17 15
I String to set printer to B lines/inch 8 27 51 27
Name of printer Epson, FX series
I Print heading at top of page ON
I Number of steps in hydrog raph 166
I Step length in minutes 60
Significant flow in hydrograph 0.010
I Infiltration Di urnalization Factor 0.980
I Maximum plot value Selected by HYDRA
I Type of hydrogxaphic plot Compact
I Sanitary flow by Diurnal Curve
Delay to start of actual storm 0.00
Rational Method computations OFF
I SCS computations Santa Barbara
Continuous simulation computations ON
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 manh o7.e 0.000
I Manni ng's n Variable
I Routing technique Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate mi.sc flows ON
I Listing of acceptable diameters (Changed by the PCO command):
I 9 6 8 10 12 15 18 21 29 27 30
33 36 39 9?. 95 96 54 60 66 72 78
I 84 90 96 102 108 114 120 132
1 : SOB TCCD - STORMWATER DESIGN
2 : REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
~ .
9 : REM BASIN #2 TO TN FI LTRATION POND
5 : TOT 6.15
Total rainfall 6.15 Inches
Cx \HYDRA\CM D\ HYDRA Version 5.85
j.w.morrissette & associates Paqe 2
C:\HY DRA\CMD\TCCDH2N.CMD 11:35 9-Dec-105
TCCO - STORMWATER DESIGN
6: E'IL C:\HYE\lA.INC
------START OF SOA-FILE------
1:
2: HYE 10 0.009 0.009 0.009 0.004 0.009 0.009 0.009 0.009 0.009 0.009 0.
005 +
3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 O.OOfi 0.006 0.006 0.
006 0.007 +
4: 0.007 0.007 0.007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.00
92 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0139 0.0139 0.0134 0.0180
0.0180 0.039 0.059 +
6: 0.027 0.018 0.0139 0.0134 0.0139 0.0088 0.0088 0.0088 0.0088 0
.0088 0.0088 0.0088 +
7: 0.0088 0.0088 0.0088 0.0086 0.0088 0.0072 0.0072 0.0072 0.0072
0.0072 0.0072 0.0072 +
8: 0.0072 0.0072 0.0072 0.0072 0.0072 0.0057 0.0057 0.0057 0.0057
0.0057 0.0057 0.0057 +
9: 0.0057 0.0057 0.0057 0.0057 0.0057 0.0050 0.0050 0.0050 0.0050
0.0050 0.0050 0.0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0.0040 0.0040 0.0090 0.0090
0.0040 0.0090 0.0090 +
11: 0.0090 0.0090 0.0090 0.0090 0.0090 0.0040 0.0090 0.0040 0.0040
0.0090 0.0090 0.0090 +
12: 0.0040 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090
0.0090 0.0090 0.0090 +
13: 0.0090 0.0040 0.0090 0.0040 0.0090 0.0090 0.0090 0.0090 0.0090
0.0090 0.0040 0.0040 +0.0090
Step time 10.00 Minutes
Total in original hyetograph 0.17 Inches
Adjusting hyetograph from 10.00 minutes to 60.00 minutes
Total volume rain in production hyetograph fi. 15 Inches
Maximum intensity 7.01 Inches/Hr
15: RET
------ F.ND OF SDB-FILE ------
7: NEW BDILDING ADDITION STORMWATER TO INFILTRATION POND
B: DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
Mannings n 0.0120
Minimum diameter 6.00 Inches
Minimum depth 1.00 Feet
Minimum cover 0.50 Feet
Minimum velocity 2.00 Feet/Sec
Minimum slope 0.00500
D/d 0.9000
Maximum diameter 132.00 Inches
9: SCS 1.80, 0.60, 98, B0, 20, 0,01, 220
Computed concentration time 1.83 Minutes
Total Time of Concentration 1.83 Minutes
Total ra in fall falling on impervious 29110.46 CuFt
Impervious runoff 23203.03 Cu Ft
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette b associates Page 3
C:\HYDRA\CMD\TCCOB2N.CMD 11:35 9-Dec-105
TCCO - STORMWATER DESIGN
Portion off impervious 96 .29 $
Peak CFS rainfall falling on impervious 1 .10 Cu Ft/Sec
Peak CFS runoff from impervious 1 .06 Cu Ft/Sec
Equivalant "C" off impervious 0 .96
Total rainfall falling on pervious 16073 .69 Cu Ft
Pervious runoff 10250 .99 Cu Ft
Portion off pervious 63 .78 8
Peak CFS rainfall falling on pervious 0 .73 Cu Ft/Sec
Peak CFS runoff from pervious 0 .46 Cu Ft/Sec
Equivalant "C" off pervious 0 .62
Total rainfall falling on segment 40189 .10 Cu Ft
Total segment runoff 33959 .02 Cu Ft
Portion off segment 83 .25 R
Peak CFS rainfall falling on segment 1 .89 Cu Ft/Sec
Peak CFS runoff from segment 1 .51 Cu Ft/Sec
Equivalant "C" off segment 0 .03
10: DPI 62 349.15 394.3 392.05 390.5 10
Length 62. 00 Feet
Ground elevation up 399. 15 Feet
Ground elevation down 394. 30 Feet
Invert elevation up 392. 05 Feet
Invert elevation down 390. 50 Feet
Minimum diameter 10. 00 Inches
Lump sum cost 0. 00 Dollars
ManningsN 0. 01200
Mi nSlope 0. 00500
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0 .00 CuFt/Sec
Storm flow (no SF) 1 .519 Cuft/Sec
Design flow including SF 1 .514 Cuft/Sec
Combined SF 1. 000
Design diameter 10 .00 Inches
Invert elev up 392. 05 Feet
Invert elev down 390. 50 Feet
Slope 0. 025 0
Deoth of fluid in pipe 5. 00 Inches
d/D 0. 500
Partial flow velocity 5. 520 E'e et/Sec
11: RED (0/0.39, 8915/0.39)
12: RES 395, 390, 395, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 345.00 Feet
Outlet elevation 390.00 Feet
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\TCCOHI.N.CM0
HYDRA Version 5.85
Page 9
11:35 9-Dec-105
TCCD - STORMWATER DF.516N
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Uesign
Average Design Flow 0. 00 CuFt/Sec
Storm £low (no SF) 1. 519 Cuft/Sec
Design flow including SF 1. 519 Cu£t/Sec
Combined SF 1. 000
13: END
Q \HY DRA\CMD\
j.w.morrissette b associates
C:\HYDRA\CMD\TCCOB2N.CMD
TCCU - STORMWATER DESIGN
------ 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
Lenqth of exi sting pipe
Length of channel
Length of gutter
Lenqth o£ transport units
Lenqth o£ pressure pipe
HYDRA Version 5.85
Page 5
11:35 9-Dec-105
6
3
40
0
0.00 Acres
1.80 Acres
0
i
0
0
62.00 Feet
0.00 Peet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closing DBF and NDX Files
APPENDIX C
Thurston Region
Stormwater Facilities Summary
THURSTON REGION
FACILITY SUMMARY FORM
PROPONENT'S FACILITY IDENTIFIER:
NAME OF ROAD TO ACCESS FACILITY:
HEARINGS EXAMINER CASE NUMBER:
DEVELOPMENT REVIEW PROJECT NO.:
BUILDING SITE APPLICATION NO.:
PARCEL NUMBER(S)
't'win County Credit Union
Yelm Avenue, (SR 510)
21724120300
To be completed by Utility Staff:
Utility Facility Number:
Project Number:
Parcel Number Status:
Basin & Subbasin:
Responsible Jurisdiction:
PART 1 -Project Name & Proponent
Project Name: Twin County Credit Union Addition
Project Owner. Twin County Credit Union
Project Contact: Robert G Tauscher, P.E.
Address: 1700 Cooper Point Rd SW, Olympia, WA 98502
Telephone: (360) 352-9456
Project Proponent: Jeff Kennedy
Address: PO Box 718, Olympia, WA 98507-0718
Telephone: (360) 359-9917, Ext. 4402
Project Engineer: Robert E. Tauscher, P.F;.
Firm: J.W. Morrissette & Associates Inc., P.S.
Telephone: (360) 352-9456
Fax: (360)352-9990
PART 2 -Project Loeatioo
Section: 24
Township: 17N
Range: I E
PART 3 -Type of Permit Application
Type of Permit: Building
Other Permits:
Grading
Other:
Other Agencies that have had or will review this Drainage & Erosion Control Plan:
None
PART 4 -Proposed Project Description
What stream basin is this project within: Nisqually River
Zoning: C-1
Onsite:
Number of Lots: N/A
Avg. Lot Size: N/A
Building PermiUCommercial Pla[:
New Buildings Footprint (Acres): 0.06
Existing Impervious (Acres): 1.00
Sidewalk, Parking Lot, Fire Lane and
Access Roads (Acres): 0.72
Disturbed Pervious Areas (Acres): 0.07
Lattice Block Paving (Acres): N/A
Public Roads (Acres): 0.00
Disturbed Area Total (Acres): 1.08
PART 5 -Pre-Developed Project Site Characteristics
Stream Through Si[e N
Steep Slopes (> 10%) N
Erosion Hazazd N
100-Yeaz Flood Plain N
Wetlands N
Seeps/Springs N
High Groundwater Table N
Aquifer Sensitive Area N
Other:
PART 6 -Basin 1 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 0.39 Acres
Total Onsite Area Tributary to Facility (Acres): 0.39 Acres
Design Impervious Area Tributary to Facility (Acres): 0.15 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.24 Acres
Design Total Tributary Area to Facility (Acres): 0.39 Acres
Enter a check mazk 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
Underground Detention:
Infiltmtion Trench:
Dry Well Infiltration:
Other: Infiltration Gallery:
Outlet Type (Enter a check mazk and number, i.e., one (1), for each type present):
Filter: 0
Oil/Water Sepazator: 0
Single Orifice: 0
Multiple Orifices: 0
Weir: 0
Spillway: 0
Pump(s): 0
Other:
PART 7- Basin 1 -Release to Grouudwater
Design Percolation Rate to Groundwater: 10 in/hr
PART 6 -Basin 2 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 1.80 Acres
Total Onsite Area Tributary to Facility (Acres): 1.80 Acres
Design Impervious Area Tributary to Facility (Acres): ] .08 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.72 Acres
Design Total Tributary Area to Facility (Acres): 1.80 Acres
Enter a check mazk and number, i.e., one (1), for the type of facility :
Wet Pond Detention
We[ pond water stuface area, acres
Dry Pond Detention
Underground Detention:
Infiltration Trench:
Dry Well In51[ration:
Other: Infiltmtion Gallery:
Outlet Type (Enter a check mazk and number, i.e., one Q ), for each type present):
Filter:
Oil/Water Separator
Single Orifice:
Multiple Orifices:
Weir:
Spillway:
Pump(s):
Other:
PART 7- Basiu 2 -Release to Grouudwater
Design Percolation Rate to Groundwater: 10 in/hr
PART S -Release To Surface Water
All s[ormwater from this site is infiltrated on site with no release to any surface waters.
APPENDIX D
Basin Map
APPENDIX E
Site Plan
APPENDIX F
ENGINEER'S ESTIMATE
H
Z
W
W
O
a
~_
W
F
N
U
QZ
m
J
w
Y
Z
O
2
f-
0
w
v
H
Z
0
U
Z
W
Q
N
W
V1
W
W
Z_
C7
Z
W
0 0 0 0 0 0 0 0 o n ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m rn
V O C O O Vl V O O V O N N O N 0 0 0 0 0 0 0 0 N O N
O O O 1~ N W O ~ ~ b r O D U 0 0 0 0 0 O O O O 1~ r
C o 0 0 •-~ M ~O 00 O o0 h O~ O~ ~n 00 O O H O l~ vl O 1~ b M
~ VI Vl N •--~ N 43 b •-. ~ ~ Oi V Vl O M b I~ ~ Vl ~ Vl ~ M ~ W
W N 69 fA 69 fA V3 Y1 69 M b 69 M ~-+ ~D 69 b9 b9 69 b9 O~ N
V3 Vj V3 V3 Vf Vi N 69 M
O ~ ~
F
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0
0 0
0 0 ~,
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O M vl 00 V1 l~ W N N ~ h 00 00 O O O O O O O ~ Er
• 0 0 0 Ni •--~ W 69
6 N V •--~
9 Yi fA 0 0 O O vl O O P OO y
L O O O 69 69 Ni 9 69 69 fA 6 ~ C ~ ~ M9 ~ ~9 % ~ ~
~
v
v
N 6 4 ~ C N
!" l
N i
69
69 69 69 69 b9 b ~
F7 ~ ~ ~"' C
N
v
N ~
~ b
~ 0]
•o ti v; vi u. 0 0 o v: u: ~^ Y Y u.: w p:, ro ~ ~ ~ N vi v~ y
7 1 ~ 1 .a F F H .a .a vi vi U .a v' vi 0.1 u7 W W W ,j ,~
. ~ . .. ~
0
F
r
~ y
c
~ G
--
s ~ m ~ c
J C
N
07
y W b A N ~
~
o ° U ~ a `~ ~ " o C7 t ro
U d
~
~ d
~
U
~
. g
~ ~ U
o °
' d °
' . ~ ~ ~ .5 ~°
F a w v, a .s c 'a ;; m 3 3 w on o
a ~ _ ~ ~ ~ ~ ; ~ ~ s °' d ~ ~ ~
p ~ m ~ ~ ~ ~ 0 °; ~ z ~ 8 Y ~ o
2 v g E ~
o ~ '
s ~ v $ o a v ~ ~~ ~~ 3 ~ ~o
~- a ° 5 o 0 0 o L U ~ ~ a ~
_ m ~ v p U U ;~ x
' ~ ~
'
' c w
E ~ m ,E = v c v ~ v ~ cC a ~ v
r' ~~- E U ~ s ~, w v aCi v ~ j o 0 0 7 ~ N m E ro
a ~
U = Q
fn ~ U F ~ CO U d m U U ~ ~ CC d. d CL A - d. a
G ~ ~ O ~ N V •-• •-• N .-• vi
~ ^. '. T V1 ~ ~p M M M O~
6' M N r
d
O B
~~
O -~ N M V ~ b t~ W T O N
h ~ N
9
~ 'w z
JOB TCCO - STORMWATER DESIGN
AEM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING
REM BASIN #2 TO WETPOND POND
TOT 1.79
FIL C: \HYE\lA.INC
NEW BUILDING ADDITION STORMWATER TO WETPOND
DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9
SCS 1.80, 0.60, 98, 80, 20, 0.01, 220
DPI 62 399.15 399.3 392.05 340.5 10
RED (0/0, 1821/0.19)
RES 395, 390, 395, OVER
END
C:ANYDRAVCMDA
j.w.morrissette & associates
C:\HYDRA\CMD\TCCUB2N6.CMD
TCCD
*** 80ILOING ADDITION STORMWATER
Link Long Slope Invert San
Diam Up/Dn Inf
HYDRA Version 5.85
Page 1
- - - - - - - - - -----------15:01 9-Dec-l0E
CFS
STORMWATER DESIGN
TO Pipe Des ign
Sto Qdes Depth 6rOp 6r Dn SrCh/Dlt
Mis Vel Up/Dn HGLDp HGLDn Estimated
d/D Cover DiffUp Di ff Dn Cost
1 62 0.0250 342.05 0.0 0.3 0.31 1.20 349.15 399.30
10 340.50 0.0 0.0 3.55 2.10 392.29 340.69 0
0.23 3.80 1.91 3.61
Lateral J.ength= 62 Upstream length= 62
Lateral length= 0 Upstream length- 0
*** BDILDING ADDITION STORMWATEA TO
Cost Invert
Link Exfil Up/On/Ovr
3 0 345.00 Incoming
0 390.00 Discharge
395.00 Overflow
Stored
Lateral length= 62
Reservoir
Maximum Flow Values
San In£ St0 Mis Design
0.00 0.00 0.31 0.00 0.31
o.oo o.oo o.1s o.oo o.IS
0.00 0.00 0.00 0.00 0.00
0 0 1966 0 1966
Upstream lengi h= 62
C:\HYDRA\CMD\ HYDRA Version 5.85
j .w.morrissette & associates Page 1
Q \HYDRA\CMD\TCCOB2N 6.CM0
15:01 9-Dec-105
NONE
Stat us o£ DEFAULTS at start of run.
I
I
Command file C: \HYDRA\CMD\TCCOB2N6.
CMD
I Input units are read as DSA
I Warnings are turned OFF
I Output sent to display Detailed
I Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I Strinq to reset printer 27 51 36 10
String to set printer to compressed 17 15
I String to set printer to 8 lines/inch 8 27 51 27
Name of printer Epson, E'X series
I Print heading at top of page ON
Number of steps in hydrograph 166
I Step length in minutes 60
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
Maximum d/D for pipe design/analys.is 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable diam drops 999
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 mise flows ON
I Listing of acceptable diameters (Chan ged by the PCO command):
I 9 6 8 10 12 15 18 21 24 27 30
I 33 36 39 92 95 90 59 60 66 92 78
84 90 96 102 108 119 120 132
1 : JOB TCCO - STORMWATER DESIGN
2 : REM --- 6 MONTH STORM EVENT FOR TREA TMENT SIZING
3 :
9 : REM BASIN #2 TO WET POND POND
5 : TOT 1.79
Total rainfall 1.79 Inches
C :\HYDRA\CM D\ HYDRA Version 5.65
j .w. morrissette & a ssociates Page 2
C :\HYDRA\CMD\TCCUB2N6.CMD 15:01 9-Dec-105
TCCO - STORMWATER DESI GN
6 : FIL Cx \HYE\lA .INC
- --- --START OF SUB- FILE---- --
1 :
2 : HYE 10 0.009 0.009 0. 009 0. 009 0.009 0.009 0.009 0 .004 0 .009 0. 009 D.
005 +
3 : 0.005 0.005 0. 005 0. 005 0.005 0.006 0.006 0 .006 0 .006 0. 006 0.
006 0.007 +
9 : 0.007 0.007 0. 007 0. 007 0.007 0.0062 0.0082 0.008 2 0.008 2 0.00
82 0.0082 0.0095 +
5 : 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0139 0 .0139 0.0139 0.0180
0.0180 0 .039 0.0 59 +
6 : 0.027 0.018 0. 0139 0 .0139 0.0134 0.0 088 O. O OBft 0. 0088 0. 0088 0
.0088 0.0 088 0.00 86 +
7 : 0.0088 0.0088 0.0088 0.0088 0.0068 0 .0072 0 .0072 0.0072 0.0072
0.0072 0 .0072 0. 0072 +
8 : 0.0072 0.0072 0.0072 0.0072 0.0072 0 .0057 0 .0057 0.0057 0.0057
0.0057 0 .0057 0. 0057 +
9 : 0.0057 0.0057 0.0057 0.0057 0.0057 0 .0050 0 .0050 0.0050 0.0050
0.0050 0 .0050 0. 0050 ~F
10 : 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0040 0 .0090 0.0090 0.0090
0.0090 0 .0090 0. 0040 +
11 : 0.0040 0.0090 0.0090 0.0090 0.0090 0 .0090 0. 0090 0.0040 0.0090
0.0090 0 .0090 0. 0090 +
12 : 0.0040 0.0090 0.0090 0.0090 0.0040 0 .0090 0. 0090 0.0090 0.0040
0.0090 0 .0090 0. 0040 +
13 : 0.0090 0.0040 0.0040 0.0040 0.0040 0 .0090 0. 0090 0.0090 0.0040
0.0040 0 .0040 0. 0040 + 0.0040
Step time 10.00 Minute s
Total in ori ginal hyetograph 0.17 Inches
Adjusting hyetogr aph fr om 10.00 minutes to 60 .0 0 min utes
Total volume rain in produ ction hyetograph 1.79 Inches
M aximum intensity 0.29 Inches /Hr
15: RET
--- - END OF SUB-FILE ------
7: NEW BUILDING ADDITION STORMWATEA TO WETPOND
B: OPD 0.01.2, 6, 1. 0, 0.5, 2, 0.005, 0.9
Manninqs n 0. 0120
Minimum diameter 6. 00 Inches
Minimum depth 1. 00 Feet
Minimum cover 0. 50 Feet
Minimum velocity 2. 00 Feet/Sec
Minimum slope 0. 00500
U/d 0. 9000
Maximum diameter 132. 00 Inches
9: SCS 1.60, 0.60, 98, B0, 20, 0.01, 7.20
Computed concentration time 1. 83 Minutes
Total Time of Concentration 1. 83 Minutes
'P Otal rainfall falling on impervious 7017. 52 CuFt
Impervious runoff 6198. 53 Cu Ft
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morri ssette fi associates Page 3
C:\HYDRA\CMD\TCCUB2N6.CMD 15:01 9-Dec-105
TCCD - STORMWATER DESIGN
Portion off impervious 87 .62 &
Peak CFS rainfall falling on impervious 0 .32 Cu Ft/Sec
Peak CFS runoff from impervious 0 .29 Cu Ft/Sec
Equivalant "C" off impervious 0 .90
Total rainfall falling on pervious 4676 .39 Cu Ft
Pervious runoff 1199 .31 Cu Ft
Portion off pervious 24 .57 ~
Peak CFS rainfall falling on pervious 0 .21 Cu Ft/Sec
Peak CFS runoff from pervious 0 .024 6 Cu Ft/Sec
Equivalant "C" off pervious 0 .12
Total rainfall falling on segment 11695 .86 Cu Ft
Total segment runoff 7297 .89 CuFt
Portion off segment 62 .90 $
Peak CFS rainfall falling on segment 0 .53 Cu Ft/Sec
Peak CFS runoff from segment 0 .31 Cu Et/Sec
Equivalant "C" off segment 0 .58
10: DPI 62 394.15 394.3 342.05 390.5 10
Length 62 .00 Fee[
Ground elevation up 399. 15 Feet
Ground elevation down 399. 30 Feet
Invert elevation up 392. 05 Feet
Invert elevation down 390. 50 Feet
Minimum diameter 10. 00 Inches
Lump sum cost 0. 00 Dollars
ManningsN 0. 012 00
MinSlope 0. 005 00
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0. 00 Ca Ft/Sec
Storm flow )m SF) 0. 311 Cuft/Sec
Design flow including SF 0. 311 Cuft/Sec
Combined SF 1. 000
Design diameter 10. 00 Inches
Invert elev up 342. 05 Feet
Invert elev down 340. 50 Feet
Slope 0. 025 0
Depth o£ fluid in pipe 2. 30 Inches
tl/D 0. 230
Partial flow velocity 3. 552 Feet/Sec
11: RED (0/0, 1821/0.19)
12: AES 395, 340, 395, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity o£ reservoir IN E'1 NITE
Inlet elevation 345. 00 Feet
Outlet elevation 390. 00 Feet
C:AHYDRAVCMDA
j.w.morrissette & associates
C:\HYDRA\CMD\T000B2N6.CMD
HYDRA Version 5.85
Page 9
15:01 9-Dec-105
TCCO - STORMWATER DESIGN
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0 .00 Cu E't/Sec
Storm flow (no SF) 0 .311 Cuft/Sec
Design £1 ow including SF 0 .311 Cuft/Sec
Combined SF 1 .000
13: END
C:AHYDRAVCMDA
j.w.mo sissette & associates
C:\HYDRA\CMO\TCCUB2N6.CM0
TCCU - STORMWATEft DESIGN
- S O 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
Len qth of transport units
Length of pressure pipe
HYDRA Version 5.H5
Page 5
15:01 9-Dec-105
9
3
90
0
0.00 Acres
1.80 Acres
0
1
0
0
62.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closing DBF and NDX Files
C:AHYDRAVCMDA BYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\TCCOB2N6.CMD
15:32 9-Dec-105
NONE
Status of DE FADLTS at start of run.
I
I
Command file C:\HYDRA\CMD\TCCDB2N6.
CMD
I Inpu[ units are read as DSA
I Warnings are turned OFF
I Output sent to display Detai Led
Output sent to printer Off
Output sent to file Detailed
I Paper width in inches H. 000
I String to reset printer 27 51 36 18
String to set printer to compressed 17 15
I String to set printer to 8 lines/inch 8 27 51 27
I Name of printer Epson, FX series
I Print heading at top of page ON
I Number of steps in hydrograph 166
I Step length in minutes 60
I Significant flow in hydrograph 0.010
I Infiltration 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 o£ actual storm 0.00
Rational Method computations OFF
I SCS computations Santa Barbara
I Continuous simulation computations ON
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable tliam drops 999
Mimimvm drop thru manhole 0.000
I Manning's n Variable
Rooting technique Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate misc flows ON
I Listing oC acceptable diameters (Chan ged by the PCO command):
I 9 6 8 10 12 15 18 21 29 27 30
I 33 36 39 92 45 98 59 60 66 72 78
84 90 96 102 106 11-0 120 132
1 : JOB TCCU - STORMWATER DESIGN
2 : REM --- 6 MONTH STORM EVENT FOR 'TREATMENT SIZING
3 :
9 : REM BASIN #2 TO WETPOND POND
5 : TOT 1.79
Total rainfall 1.79 Inches
C:\HYDRA\CMD\
j.w.morri ssette S associates
C: \H YDRA\CMD\TCCUB2N6.CMD
TCCD - STORMWATER DESIGN
HYDRA Version 5.85
Page 2
15:32 9-Dec-105
6 : FIL C:\HYE\lA .INC
---- --START OF SUB- FILE--- ---
1 :
2 : HYE 10 0.009 0.009 0 .004 0.004 0.004 0.004 0.009 0.009 0.004 0.0 09 0.
005 +
3: 0.005 0.005 0 .005 0.005 0.005 0.006 0.006 0.006 0.006 0.0 06 0.
006 0.007 +
9: 0.007 0.007 0 .007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0134 0.0139 0.0139 0 .0180
0.0180 0 .039 0. 059 +
6: 0.027 0.018 0 .0139 0.0134 0.0134 0.0 088 0.0088 0. 0088 0.0 088 0
.0088 0.0 088 0.0088 +
7: 0.0088 0.0088 0.0088 0.0088 0.0088 0 .0072 0.0072 0.0072 0. 0072
0.0072 0 .0072 0 .0072 +
B: 0.0072 0.0072 0.0072 0.0072 0.0072 0 .0057 0.0057 0.0057 0. 0057
0.0057 0 .0057 0 .0057 +
9: 0.0057 0.0057 0.0057 0,0057 0.0057 0 .0050 0.0050 0.0050 0. 0050
0.0050 0 .0050 0 .0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0. 0090 0.0040 0.0090 0. 0090
0.0090 0 .0040 0. 0090 +
11: 0.0040 0.0090 0.0090 0.0040 0.0090 0. 0090 0.0090 0.0040 0. 0090
0.0090 0. 0040 0. 0090 +
12: 0.0090 0.0090 0.0090 0.0090 0.0090 0. 0040 0.0040 0.0090 0. 0090
0.0090 0. 0090 0. 0090 +
13: 0.0090 0.0090 0.0090 0.0090 0.0090 0. 0090 O.OOAO 0.0090 0. 0040
0.0090 0. 0040 0. 0090 +0.0090
Step time 10.00 Minutes
Total in original hyetograph 0.17 lnches
Adjusting hyetogr aph from 10.00 minutes to 60.00 min utes
Total volume rain in production hyetograph 1.79 Inches
Maximum intensity 0.29 Inches/H r
15: RET
----- - END OF SOB-FI LE ---- --
7: NEW BUILDING A DDITION STORMWATER TO WETPOND
8: DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
Mannings n 0.01 20
Minimum diameter 6.00 Inches
Minimum depth 1.00 Feet
Minimum coves 0.50 Feet
Minimum velocity 2.00 Feet/Sec
Minimum slope O.OOS00
D/d 0.900 0
Maximum diameter 132.00 Inches
9: SCS 1.80, 0.60 , 96, 6 0, 20, 0.01, 220
Compu ted concentration time 1.83 Minutes
Total Time of Concentration 1.83 Minutes
Total rainfall falling on impervious 7017.52 Cu Ft
impervious runoff 6198.53 Cu Ft
C:\HYDRA\CMD\ HYDRA Veisi on 5.85
j.w.morrissette s associates Page 3
C:\HYDRA\CMD\TCCU92N6.CMD 15:32 9-Dec-105
TCCU - STORMWATER DESIGN
Portion off impervious 8'7 .62 8
Peak CFS rainfall falling on impervious 0 .32 Cu Ft/Sec
Peak CFS runoff from impervious 0 .29 Cu Ft/Sec
Equivalant "C" off impervious 0 .90
Total rainfall falling on pervious 9678 .39 Cu Ft
Pervious runoff 1199 .31 CuFt
Portion off pervious 29 .57 F
Peak CFS rainfall falling on pervious 0 .21 CuFt/Sec
Peak CFS runoff from pervious 0 .024 6 Cu Ft/Sec
Equivalant "C" off pervious 0 .12
Total rainfall falling on segment 11695 .Hfi Cu Ft
Total segment runoff 7297 .89 Cu Ft
Portion off segment 62. .40 &
Peak CFS rainfall falling on segme nt 0 .53 Cu Ft/Sec
Peak CFS runoff from segment 0 .31 CuFt/Sec
Equivalant "C" off segment 0 .58
10: DPI 62 349.15 344.3 342.05 390.5 10
Length 62 .00 Feet
Ground elevation up 399 .15 Feet
Ground elevation down 399 .30 Feet
Invert elevation up 392 .05 Feet
Invert elevation down 390 .50 Feet
Minimum diameter 10 .00 Inches
Lump sum cost 0 .00 Dollars
ManningsN 0 .012 00
Min5lope 0 .005 00
Link number .
@Atlding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Desi qn Flow 0 .00 Cu FT/Sec
Storm flow (no SF) 0. 311 Cuft/Sec
Design flow including SF 0 .311 Cuft/Sec
Combined SF 1. 000
Design diameter 10. 00 Tnches
Invert elev up 392. 05 Feet
Invert elev down 390. 50 Feet
Slope 0. 025 0
Depth of fluid in pipe 2. 30 Inches
d/D 0. 230
Partial flow velocity 3. 552 FeeC/Sec
11: RED (0/0, 955/0.731
12: RES 395, 390, 395, OVER
Number of points on Volume/Discharge curve 2.
Maximum capacity of reservoir INFINITE
Inlet elevation 395. 00 Feet
Outlet elevation 390. 00 Feet
C:AHYDRAVCMDA
j.w.morrissette & associates
C:\HYDRA\CMD\TCCUB2N6.CMD
TCCO - STORMWATER DESIGN
Link number 2
@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
HYDRA Version 5.85
Page 4
15:32 9-Dec-105
0.00 CuFt/Sec
0.311 Cuft/Sec
0.311 Cuft/Sec
1.000
13: END
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\TCC002N6.CMD
TCC^ - STORMWATER DESIGN
-- 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 sCOrm area
Number of pumps
Number of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
i~e ngth of channel
Length of gutter
Length of transport units
Length of pressure pipe
HYDRA Version 5.85
Page 5
15:32 9-Dec-105
6
3
90
0
0.00 Acres
1.80 Acres
0
1
0
0
62.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closing UBF and NDX Files
JOB TCCD - STORMWATER DESIGN
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
REM BASIN k1 TO INFILTRATION GALLERY
TOT 6.15
FIL C: \BYE\lA.ING
NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY
DPD 0.012, 6, ].0, 0. 5, 2, 0.005, 0.9
SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
DRI 62 399.15 34N.3 342.05 390.5 10
RED (0/0.17, 577/0.17)
RES 395, 390, 395, OVER
END
C: \HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette b associates Page 1
C:\HYDRA\CMD\TCCDHIN.CMD 11:47 9-Dec-105
CFS
TCCU - STORMWATER DESIGN
*** NE ACCESS STORMWATER TO IN FILTRA Pipe Design
Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt
Di am Up/Dn Inf Mis Vel Up/On HG LUp HGh Dn Estimated
d/D Cover DiffUp Diff Dn Cost
1 62 0.0250 392.05 0.0 0.3 0.30 1.70 399.15 399.30
10 390.50 0.0 0.0 3.96 2.10 392.23 390.68 0
0.22 3.80 1.92 3.62
Lateral length= 62 Upstream length= 62
Lateral length= 0 Upstream length= 0
*** NE ACCESS STORMWATER TO IN FI LTRA
Cost Invert - ------------- Maxim~un Flow Values --------
Link Exf it Op/Dn/OVr San Inf S to
3 0 395.00 Incoming 0.00 0.00 0 .30
0 340.00 Discharge 0.00 0.00 0 .17
345.00 Overflow 0.00 0.00 0 .00
Stored 0
____ 0
_ 957
_
__________
Lateral le _____________
ngth= 62 ___
_____________
Opstream length= _______
62
Reservoir
Mis Design
0.00 0.30
0.00 0.17
0.00 0.00
0 957
C: \HYDRA \GMD\ HYDRA Version 5.85
j.w.morrisse[te b associates Page 1
C: \HYDRA\CMD\TCCDHIN.CMD
NONE
Status of DEFAULTS at start o£ run
11:97 9-0ec-105
I Command file C: \HYDRA\CMD\TCCOBIN.CMD
I Input units are read as OSA
I Warnings are turned OFF
I Output sent to display Detailed
Output sent to printer Off
Output sent [o file Detailed
I Paper width in inches 8.000
I String to reset printer 27 51 36 18
String to set printer to compressed 17 15
String to set printer to 8 lines/inch 8 27 51 27
I Name of printer Epson, FX series
I Print heading at top of page ON
I Number of steps in hydrograph 166
Step length in minutes 60
I Significant flow in hydrograph 0.07.0
I Infiltration Diurnalization Factor 0.980
I Maximum plot value Selected by HYDRA
Type o£ hydmgraphic plot Compact
I Sanitary fLOw by Diurnal Curve
I Delay to stars of actual storm 0.00
I Rational Method computations OFF
SCS computations Santa Barbara
Continuous simulation computations ON
I Maximum d/D for pipe design/analysis 0.900
Match point position on pipe 0.00 or Invert
I 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
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 LB 21 24 27 30
I 33 36 39 92 45 98 59 60 66 72 78
89 90 96 102 108 119 120 132
1: JOB TCCD - STORMWATER DESIGN
2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
3:
9: REM BASIN #1 TO INFILTRATION GALLERY
5: TOT 6. L
Total rainfall 6.15 Inches
C: \HYDRA\CMD\ HYDRA Version 5.85
j. w. morrissette & a ssociat es Page 2
C \HYDRA\CMD\TCCOBI N.CMO 11:47 9-Dec-105
TCCO - STOItMWATER DESIGN
6 : FIL C:\HYE\lA .INC
-- -- --START OF SOB- FILE--- ---
1 :
2 : HYE 10 0.009 0.009 0 .009 0. 004 0.009 0.009 0 .004 0 .004 0 .009 0. 004 0.
005 +
3 : 0.005 0.005 0 .005 0. 005 0.005 0.006 0 .006 0 .006 0 .006 0. 006 0.
006 0.007 +
4 : 0.007 0.007 0 .007 0. 007 0.007 0.0082 0.008 2 0.008 2 O.OOd2 0.00
62 0.0082 0.0095 +
5 : 0.0095 0.0095 0.0095 0.0095 0.0095 0. 0134 0 .0139 0.0134 0.0160
0.0160 0 .039 0. 059 +
6 : 0.027 0.016 0 .0134 0 .0134 0.0139 0.00 88 0. 0 088 0. 0088 0. 0088 0
.0088 0.0 088 0.0 088 +
7 : 0.0088 0.0088 0.0088 0.0088 O. OOBA 0. 0072 0 .0072 0.0072 0.0072
0.0072 0 .0072 0 .0072 +
8 : 0.0072 0.0072 0.0072 0.0072 0.0072 0. 0057 0 .0057 0.0057 0.0057
0.0057 0 .0057 0 .0057 t
9 : 0.0057 0.0057 0.0057 0.0057 0.0057 0. 0050 0 .0050 0.0050 0.0050
0.0050 0 .0050 0 .0050 +
10 : 0.0050 0.0050 0.0050 0.0050 0.0050 0. 0090 0 .0040 0.0090 0.0090
0.0040 0 .0040 0 .0090 +
11 : 0.0090 0.0090 0.0090 0.0090 0.0040 0. 0040 0 .0090 0.0090 0.0090
0.0090 0 .0090 0 .0090 +
12 : 0.0090 0.0090 0.0090 0.0040 0.0090 0. 0090 0 .0090 0.0090 0.0090
0.0090 0 .0090 0 .0040 +
13 : 0.0090 0.0090 0.0040 0.0090 0.0090 0. 0090 0 .0090 0.0040 0.0090
0.0040 0 .0090 0 .0040 + 0.0040
Step time 10.00 Minutes
Total in ori ginal hyetograph 0.17 Inches
AdjusTing hyetog raph fr om 10.00 minutes to 60 . 00 min utes
Total volume rain i n produ ction hyet ograph 6.15 Inches
Maximum intensity I.O1 Inches /Hr
15: RET
--- - END OF 50H-FILE ------
7: NEW NE ACCESS STORMWA'L ER TO INFILTRATION GALLERY
d: DPD 0.012, 6, 1.0, 0. 5, 2, 0.005, 0.9
Mannings n 0. 0120
Minimum diameter 6. 00 Inches
Minimum depth 1. 00 Feet
Minimum cover 0. 50 Feet
Minimum velocity 2. 00 Feet/Sec
Minimum slope 0. 00500
D/d 0. 9000
Maximum diameter 132. 00 Inches
9: SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
Computed concentration time 1. 83 Minutes
Total Ti me of Concentration 1. 83 Minutes
Total rainfall falling on impervious 3352.02 CuFt
Impervious runoff 3225.87 CuFt
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette 5 associates Page 3
C:\HY DRA\CMD\TCCUBIN CMD 11:97 9-Dec-105
TCCO - STORMWATER DESIGN
Portion off impervious 96. 24 8
Peak CFS rainfall falling on impervious 0. 15 CuFt/Sec
Peak CFS runoff from impervious 0. 15 Cu Ft/Sec
Equivalant "C" off impervious 0. 96
Total rainfall falling on pervious 5292. 91 CuFt
Pervious runoff 3393. 67 CuFt
Portion off pervious 63. 78 8
Peak CFS rainfall falling on pervious 0. 29 CuFt/Sec
Peak CFS runoff from pervious 0. 15 CuFt/Sec
Equivalant "C" off pervious 0. 62
Total rainfall falling on segment 8594. 93 CuFt
Total segment runoff 6569. 59 Cu Ft
Portion off segment 76. 49 8
Peak CFS rainfall falling on segment 0. 39 Cu Ft/Sec
Peak CFS runoff from segment 0. 30 CuFt/Sec
Equivalant "C" oft segment 0. 75
10: DPI 62 344.15 399.3 392.05 390.5 10
Len qth 62. 00 Feet
Ground elevation up 399. 15 Feet
Ground elevation down 349. 30 Feet
invert elevation up 342. 05 Feet
Invert elevation down 390. 50 Feet
Minimum diameter 10. 00 Inches
Lump sum cost 0. 00 Dollars
ManningsN 0. 012 00
MinSlope 0. 005 00
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Desi qn
Average Design Flow 0. 00 Cu Ft/Sec
Storm flow (no SF) 0. 296 Cuft/Sec
Design flow including SF 0. 296 Cuft/Sec
Combined SF 1. 000
Design diameter 10. 00 Inches
Invert elev up 392. 05 FeeC
Invert elev down 390. 50 Feet
Slope 0. 025 0
Depth oT fluid in pipe 2. 20 Inches
d/D 0. 220
Partial flow velocity 3. 965 Feet/Sec
11: RED (0/0.17, 577/0. P)
12: RES 395, 340, 345, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 395. 00 Feet
Outlet elevation 340. 00 Feet
C:\HYDRA\CMD\
j.w.morrissette s associates
C:\HYDRA\CMD\TCCDBIN.CMD
HYDRA Version 5.85
Page 9
11:47 9-Dec-105
TCCO - STORMWATER DESIGN
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 0.296 Cuft/Sec
Design flow including SF 0.296 Cuft/Sec
Combined SF 1.000
13: END
C:\HYDRA\CMD\
j.w.morrissette & associates
C: \HYDRA\CMD\TCCOBIN.CMD
TCCO - STORMWATER DESIGN
- S U M M A R Y O F A N A L Y S T S------
Run number on command £ile
Number of links
Number of hytlroyraphs
Total sanitary population
Total sanitary area
Total storm area
Number of pumps
Nurtiber of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of exist inq pipe
Length of channel
Length of gutter
Length of transport units
Length o£ pressure pipe
HYDRA Version 5.85
Page 5
11:4"1 9-Dec-105
7
3
90
0
0.00 Acres
0.39 Acres
0
1
0
0
62.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closiny DBF and NOX Files
JOB TCCD - STORMWATER DESIGN
REM --- 100 YEAA STORM EVENT FOR DETENTION SIZING
REM BASIN #2 TO INFI LTRATSON POND
TOT fi.15
FIL C:\HYE\IA.INC
NEW BUILDING ADDITION STORMWATER TO INFILTRATION POND
DPD 0.012, fi, 1. 0, 0.5, 2, 0.005, 0.9
SCS 1.80, 0.60, 98, 80, 20, 0.01, 220
DPI 62 399.15 399.3 392.05 390.5 10
RED (0/0.39, 8915/0.39)
RES 395, 340, 345, OVER
END
C:AHYDRAVCMDA
j .w.morrissette & associates
C: \HYDRA\CMD\TCCUB2 N.CMD
TCCD
*** BUILDING ADDITION STORMWATER
Link Long Slope Invert San
Di am Up/Dn Inf
HYDRA Version 5.85
Page 1
11:35 9-Dec-105
r_es
STORMWATER DESIGN
TO Pipe Design
Sto Qdes Depth GrOp 6rDn SrCh/Dlt
Mis Vel Up/Dn HGLUp HGLDn Estimated
d/D Cover Diff Up Diff Dn Cost
1 62 0.0250 342.05 0.0 1.5 1.51 1.20 399.15 394.30
10 340.50 0.0 0.0 5.52 2.10 392.97 390.92 0
0.50 3.80 1.66 3.38
____________________________________________________
Lateral length= b2 Upstream length= b2
____________________________________________________
Lateral length= 0 Upstream length= 0
*** BUILDING ADDITION STORMWATER TO
Cost Invert
Link Exfil Up/Dn /OVr
3 0 395.00 Incoming
0 390.00 Discharge
345.00 overflow
Stored
Lateral length= 62
Reservoir
Maximum Flow Values
San Inf Sto Mis Design
0.00 0.00 1.51 0.00 1.51
0.00 0.00 0.39 0.00 0.39
0.00 0.00 0.00 0.00 0. UO
0 0 7b9o D 7b9o
Upstream length= 62
C:AHYDRAVCMDA HYDRA Version 5.85
j.w.morrissette 6 associates Paqe 1
G \HYDRAVCMDATCCUB2N. CMD
11:35 9-Dec-105
NONE
Stat us of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\TCCOB2N.CMD
I Input units are read as USA
Waznings are turned OFF
Output sent to display Detailed
I Output sent to printer Off
I Output sent to Hle Detailed
Paper width in inches 8.000
I String to reset printer 27 51 36 18
String to set printer to compressed 17 15
I String to set printer to B lines/inch 8 27 51 27
Name of printer Epson, FX series
I Print heading at top of page ON
I Number of steps in hydrog raph 166
I Step length in minutes 60
Significant flow in hydrograph 0.010
I Infiltration Di urnalization Factor 0.980
I Maximum plot value Selected by HYDRA
I Type of hydrogxaphic plot Compact
I Sanitary flow by Diurnal Curve
Delay to start of actual storm 0.00
Rational Method computations OFF
I SCS computations Santa Barbara
Continuous simulation computations ON
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 manh o7.e 0.000
I Manni ng's n Variable
I Routing technique Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate mi.sc flows ON
I Listing of acceptable diameters (Changed by the PCO command):
I 9 6 8 10 12 15 18 21 29 27 30
33 36 39 9?. 95 96 54 60 66 72 78
I 84 90 96 102 108 114 120 132
1 : SOB TCCD - STORMWATER DESIGN
2 : REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
~ .
9 : REM BASIN #2 TO TN FI LTRATION POND
5 : TOT 6.15
Total rainfall 6.15 Inches
Cx \HYDRA\CM D\ HYDRA Version 5.85
j.w.morrissette & associates Paqe 2
C:\HY DRA\CMD\TCCDH2N.CMD 11:35 9-Dec-105
TCCO - STORMWATER DESIGN
6: E'IL C:\HYE\lA.INC
------START OF SOA-FILE------
1:
2: HYE 10 0.009 0.009 0.009 0.004 0.009 0.009 0.009 0.009 0.009 0.009 0.
005 +
3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 O.OOfi 0.006 0.006 0.
006 0.007 +
4: 0.007 0.007 0.007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.00
92 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0139 0.0139 0.0134 0.0180
0.0180 0.039 0.059 +
6: 0.027 0.018 0.0139 0.0134 0.0139 0.0088 0.0088 0.0088 0.0088 0
.0088 0.0088 0.0088 +
7: 0.0088 0.0088 0.0088 0.0086 0.0088 0.0072 0.0072 0.0072 0.0072
0.0072 0.0072 0.0072 +
8: 0.0072 0.0072 0.0072 0.0072 0.0072 0.0057 0.0057 0.0057 0.0057
0.0057 0.0057 0.0057 +
9: 0.0057 0.0057 0.0057 0.0057 0.0057 0.0050 0.0050 0.0050 0.0050
0.0050 0.0050 0.0050 +
10: 0.0050 0.0050 0.0050 0.0050 0.0050 0.0040 0.0040 0.0090 0.0090
0.0040 0.0090 0.0090 +
11: 0.0090 0.0090 0.0090 0.0090 0.0090 0.0040 0.0090 0.0040 0.0040
0.0090 0.0090 0.0090 +
12: 0.0040 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090
0.0090 0.0090 0.0090 +
13: 0.0090 0.0040 0.0090 0.0040 0.0090 0.0090 0.0090 0.0090 0.0090
0.0090 0.0040 0.0040 +0.0090
Step time 10.00 Minutes
Total in original hyetograph 0.17 Inches
Adjusting hyetograph from 10.00 minutes to 60.00 minutes
Total volume rain in production hyetograph fi. 15 Inches
Maximum intensity 7.01 Inches/Hr
15: RET
------ F.ND OF SDB-FILE ------
7: NEW BDILDING ADDITION STORMWATER TO INFILTRATION POND
B: DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
Mannings n 0.0120
Minimum diameter 6.00 Inches
Minimum depth 1.00 Feet
Minimum cover 0.50 Feet
Minimum velocity 2.00 Feet/Sec
Minimum slope 0.00500
D/d 0.9000
Maximum diameter 132.00 Inches
9: SCS 1.80, 0.60, 98, B0, 20, 0,01, 220
Computed concentration time 1.83 Minutes
Total Time of Concentration 1.83 Minutes
Total ra in fall falling on impervious 29110.46 CuFt
Impervious runoff 23203.03 Cu Ft
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette b associates Page 3
C:\HYDRA\CMD\TCCOB2N.CMD 11:35 9-Dec-105
TCCO - STORMWATER DESIGN
Portion off impervious 96 .29 $
Peak CFS rainfall falling on impervious 1 .10 Cu Ft/Sec
Peak CFS runoff from impervious 1 .06 Cu Ft/Sec
Equivalant "C" off impervious 0 .96
Total rainfall falling on pervious 16073 .69 Cu Ft
Pervious runoff 10250 .99 Cu Ft
Portion off pervious 63 .78 8
Peak CFS rainfall falling on pervious 0 .73 Cu Ft/Sec
Peak CFS runoff from pervious 0 .46 Cu Ft/Sec
Equivalant "C" off pervious 0 .62
Total rainfall falling on segment 40189 .10 Cu Ft
Total segment runoff 33959 .02 Cu Ft
Portion off segment 83 .25 R
Peak CFS rainfall falling on segment 1 .89 Cu Ft/Sec
Peak CFS runoff from segment 1 .51 Cu Ft/Sec
Equivalant "C" off segment 0 .03
10: DPI 62 349.15 394.3 392.05 390.5 10
Length 62. 00 Feet
Ground elevation up 399. 15 Feet
Ground elevation down 394. 30 Feet
Invert elevation up 392. 05 Feet
Invert elevation down 390. 50 Feet
Minimum diameter 10. 00 Inches
Lump sum cost 0. 00 Dollars
ManningsN 0. 01200
Mi nSlope 0. 00500
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0 .00 CuFt/Sec
Storm flow (no SF) 1 .519 Cuft/Sec
Design flow including SF 1 .514 Cuft/Sec
Combined SF 1. 000
Design diameter 10 .00 Inches
Invert elev up 392. 05 Feet
Invert elev down 390. 50 Feet
Slope 0. 025 0
Deoth of fluid in pipe 5. 00 Inches
d/D 0. 500
Partial flow velocity 5. 520 E'e et/Sec
11: RED (0/0.39, 8915/0.39)
12: RES 395, 390, 395, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 345.00 Feet
Outlet elevation 390.00 Feet
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\TCCOHI.N.CM0
HYDRA Version 5.85
Page 9
11:35 9-Dec-105
TCCD - STORMWATER DF.516N
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Uesign
Average Design Flow 0. 00 CuFt/Sec
Storm £low (no SF) 1. 519 Cuft/Sec
Design flow including SF 1. 519 Cu£t/Sec
Combined SF 1. 000
13: END
Q \HY DRA\CMD\
j.w.morrissette b associates
C:\HYDRA\CMD\TCCOB2N.CMD
TCCU - STORMWATER DESIGN
------ 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
Lenqth of exi sting pipe
Length of channel
Length of gutter
Lenqth o£ transport units
Lenqth o£ pressure pipe
HYDRA Version 5.85
Page 5
11:35 9-Dec-105
6
3
40
0
0.00 Acres
1.80 Acres
0
i
0
0
62.00 Feet
0.00 Peet
0.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
Closing DBF and NDX Files
APPENDIX C
Thurston Region
Stormwater Facilities Summary
THURSTON REGION
FACILITY SUMMARY FORM
PROPONENT'S FACILITY IDENTIFIER:
NAME OF ROAD TO ACCESS FACILITY:
HEARINGS EXAMINER CASE NUMBER:
DEVELOPMENT REVIEW PROJECT NO.:
BUILDING SITE APPLICATION NO.:
PARCEL NUMBER(S)
't'win County Credit Union
Yelm Avenue, (SR 510)
21724120300
To be completed by Utility Staff:
Utility Facility Number:
Project Number:
Parcel Number Status:
Basin & Subbasin:
Responsible Jurisdiction:
PART 1 -Project Name & Proponent
Project Name: Twin County Credit Union Addition
Project Owner. Twin County Credit Union
Project Contact: Robert G Tauscher, P.E.
Address: 1700 Cooper Point Rd SW, Olympia, WA 98502
Telephone: (360) 352-9456
Project Proponent: Jeff Kennedy
Address: PO Box 718, Olympia, WA 98507-0718
Telephone: (360) 359-9917, Ext. 4402
Project Engineer: Robert E. Tauscher, P.F;.
Firm: J.W. Morrissette & Associates Inc., P.S.
Telephone: (360) 352-9456
Fax: (360)352-9990
PART 2 -Project Loeatioo
Section: 24
Township: 17N
Range: I E
PART 3 -Type of Permit Application
Type of Permit: Building
Other Permits:
Grading
Other:
Other Agencies that have had or will review this Drainage & Erosion Control Plan:
None
PART 4 -Proposed Project Description
What stream basin is this project within: Nisqually River
Zoning: C-1
Onsite:
Number of Lots: N/A
Avg. Lot Size: N/A
Building PermiUCommercial Pla[:
New Buildings Footprint (Acres): 0.06
Existing Impervious (Acres): 1.00
Sidewalk, Parking Lot, Fire Lane and
Access Roads (Acres): 0.72
Disturbed Pervious Areas (Acres): 0.07
Lattice Block Paving (Acres): N/A
Public Roads (Acres): 0.00
Disturbed Area Total (Acres): 1.08
PART 5 -Pre-Developed Project Site Characteristics
Stream Through Si[e N
Steep Slopes (> 10%) N
Erosion Hazazd N
100-Yeaz Flood Plain N
Wetlands N
Seeps/Springs N
High Groundwater Table N
Aquifer Sensitive Area N
Other:
PART 6 -Basin 1 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 0.39 Acres
Total Onsite Area Tributary to Facility (Acres): 0.39 Acres
Design Impervious Area Tributary to Facility (Acres): 0.15 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.24 Acres
Design Total Tributary Area to Facility (Acres): 0.39 Acres
Enter a check mazk 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
Underground Detention:
Infiltmtion Trench:
Dry Well Infiltration:
Other: Infiltration Gallery:
Outlet Type (Enter a check mazk and number, i.e., one (1), for each type present):
Filter: 0
Oil/Water Sepazator: 0
Single Orifice: 0
Multiple Orifices: 0
Weir: 0
Spillway: 0
Pump(s): 0
Other:
PART 7- Basin 1 -Release to Grouudwater
Design Percolation Rate to Groundwater: 10 in/hr
PART 6 -Basin 2 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 1.80 Acres
Total Onsite Area Tributary to Facility (Acres): 1.80 Acres
Design Impervious Area Tributary to Facility (Acres): ] .08 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.72 Acres
Design Total Tributary Area to Facility (Acres): 1.80 Acres
Enter a check mazk and number, i.e., one (1), for the type of facility :
Wet Pond Detention
We[ pond water stuface area, acres
Dry Pond Detention
Underground Detention:
Infiltration Trench:
Dry Well In51[ration:
Other: Infiltmtion Gallery:
Outlet Type (Enter a check mazk and number, i.e., one Q ), for each type present):
Filter:
Oil/Water Separator
Single Orifice:
Multiple Orifices:
Weir:
Spillway:
Pump(s):
Other:
PART 7- Basiu 2 -Release to Grouudwater
Design Percolation Rate to Groundwater: 10 in/hr
PART S -Release To Surface Water
All s[ormwater from this site is infiltrated on site with no release to any surface waters.
APPENDIX D
Basin Map
APPENDIX E
Site Plan
APPENDIX F
ENGINEER'S ESTIMATE
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