Drainage Rpt 001TWINSTAR CREDIT UNION
YELM BRANCH
Drainage and Erosion Control Report
Proponent: Jeff Kennedy, COO, Senior Vice President
TwinStaz Credit Union
PO Box 718
Olympia, WA 98507-0718
(360) 357-9917, Ext. 4402
Prepared By: Robert E. Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Point Road S W, #B2
Olympia, WA 98502-1110
Phone. (360) 352-9456
Fax. (360)352-9990
Submitted: Januazy 2006
Revised July 2007
TABLE OF CONTENTS
DRAINAGE REPORT
Section 1 -Project Description
Section 2 -Existing Conditions
Section 3 -Infiltration Rate/Soils Report
Section 4 -Wells and Sewerage Systems
Section 5 -Fuel Tanks
Section 6 -Sub-basin Description
Section 7 - 100 Yeaz 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 1 -Sequence
Section 2 -Trapping Sediment
Section 3 -Permanent Erosion Control
Section 4 - Geotechnical Report
Section 5 -Inspection
Section 6 -Control of Pollutants Other than Sediment
III. APPENDDL
A. Soils Report
B. Calculations and Hydraulic Analysis
C. Commercial Stormwater Facilities Maintenance Agreement
D. Thurston Region Stormwater Facilities Surntnary Form
E. Basin Map
F. Site Plan
G. Engineer's Estimate
H. Howard Godat Maintenance Plan
1'winStar Credit Union
Drainage and Erosion Control Report
.iWM&A # 05132
PROJECT ENGINEER'S CERTIFICATE
"I HEREBY CERTIFY THAT THIS PROJECT, TWINSTAR CREDIT UNION, YELM,
WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION
AND MEETS MINIMUM STANDARDS OF THECITY OF YELM AND NORMAL
STANDARDS OF ENGINEERING PRACTICE. I UNDERSTAND THAT THE
JURISDICTION DOES NOT AND WILL NOT ASSUME LIABILITY FOR THE
SUFFICIENCY, SUITABILITY, OR PERFORMANCE OF DRAINAGE FACILITIES
DESIGNED BY ME."
F-3-V-~tn~ F/Y R..U/J~LL
Robert E. Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
E~viar.:~. ~i:m~ D8
TwinStar Credit Union
Drainage and Erosion Control Report
7WM&A#05132
TWINSTAR CREDIT UNION
YELM, WASHINGTON
DRAINAGE AND EROSION CONTROL REPORT
PART I. DRAINAGE REPORT
This report has been prepazed as part of the requirements for building and site
improvements for the subject site and in accordance with the "Stormwater Management
Manual for the Puget Sound Basin, " 1992.
Secfion 1 -Project Descripfion:
The TwinStaz Credit Union site consists of 2.19 Acres. The site lies on the southwest side
of Yelm Avenue (SR 510) in Yelm, Washington, in the Northeast quarter (NE ''/a) of the
Northwest quarter (NW '/.) of Section Twenty Four (24), Township Seventeen (17)
North, Range Two (1) East. The assessors pazcel number is 21724120300. The site is
relatively flat. The existing and proposed main access will be from Yelm Avenue. The
site improvements include a 2,500 square foot addition and new drive up tellers.
Stomtwa[er will be conveyed via catch basins and piping [o the existing wet ponds and
ultimately to the infiltration pond and gallery.
Section 2 -Existing Conditims:
The site is developed with a building, pazking lot, and drive through teller windows.
Section 3 - Infiltrafion Rates/Soils Report:
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 20 in/hr. (See Appendix A Soils Report dated
October 18, 1996, by Pacific Rim Soil & 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 City of Yelm sewer and water
systems.
Secfion 5 -Fuel Tanks:
7WinSter Credit Uuion
Drainage and Erosion Control Report
JWM&A # 05132
Based on information from the current property owner, numerous site inspections, and the
expressed intentions of the owner, there are no known fuel tanks existing on the property.
No fuel tanks will be brought onto the property during development.
Section 6 -Sub-basin Description:
The improved portion of the 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 to infiltration gallery or
pond for disposal.
Sectioq 7 - 100 Year Flood:
The subject parcel is not within the 100-yeaz flood zone.
Section 8 - Aesthefic Considerafions:
All disturbed areas will be vegetated or landscaped. The stormwater facilities consist of
catch basins and conveyance piping to collect runoff; convey to a wetpond for treatment
and then to an infiltration gallery 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.
Section 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 "Stormwater Management Manual for the
Puget Sound Basin," 1992. All stortnwater conveyance and detention systems were
designed for the ] 00 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 ranoff flow, pond storage using HYDRA analyses
(I-IYDRA Version 5.85, July 1994). Copies of the HYDRA Input and Output files and
table summarizing the site area and pond volume characteristics are included in Appendix
B.
POST DEVELOPMENT SITE CHARACTERISTICS
Total 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
Drainage and Erosion Control Report
7WM&A # 05132
Design Impervious Area Tributary to Facility (Acres): 1.19 Acres
Design Landscaped Area Tributary to Facility (Acres): 1.00 Acres
Area not Tributary to the Facility (Acres): 0 Acres
Basin Area (Acres): 2.19 Acres
SCS Data Hydrologic Soil Group "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 performed for the 24 hour - 100 Yeaz Event, the peak
flow into Basin I stormwater gallery will be 0.30 CFS. The maximum stomge 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 the gallery.
Basin 2
Total Area Tributary to Facility (Acres): 1.R0 Acres
Based on the HYDRA analyses performed for the 24 hour - 100 Yeaz Event, the peak
flow into Basin 2 stonnwater pond will be 3.31 CFS. The maximum storage volume
needed in the pond per HYDRA is 5,828 CF. The design infiltration rate is 0.48 CFS with
the pond bottom of 2,057 SF and 7,126 CF of storage volrune provided in the pond.
System Performance
Within the subject site, stormwater from parking 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 Analysis
There aze no downstream impacts due to all stormwater being detained and infiltrated on
site.
Section 10 -Covenants, Dedicafions, Easements:
Operation and maintenance of the stormwater ponds will be the responsibility of the
property owner.
Section 11 -Articles of Incorporation:
The parcel is privately ovmed, Articles of Incorporation aze not required for the proposal.
TwinStaz Cradit Union
Drainage and Erosion Control Report
JN'M&A # 05132
PART R. EROSION CONTROL REPORT
Section 1 -Sequence:
The following is the construction sequence for constmction of the pazking lots and ponds
1. Install erosion control elements as necessary
2. Rough grade improvement areas.
3. Finish grade and pave new parking lot areas; topsoil, fertilize, and seed dismrbed
landscape areas.
4. Mulch landscaped areas if constmction is performed between October 15 and April
15.
5. Once disturbed surfaces have developed suitable groundcover, remove perimeter silt
fences.
Section 2 -Trapping Sediment
The proposed grading of the site, as well as the constmction of the items listed below,
will mitigate against any major diversion of stormwater runoff by maintaining natural
drainage patterns. The stmctural 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 [he existing on-site wetponds.
Measures Taken 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 streets. If a substantial amount of
soil is being deposited on adjacent roads due to truck traffic, the road will immediately be
cleaned of all debris and further preventative measures will be taken to ensure the
problem ceases, such as establishing a [ire 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
constmction of the project.
Section 3 -Permanent Erosion Control:
The following measures will be taken for soil stabilization to minhuize the amount of
sediment-laden runoff entering the stormwater system and adjacent properties.
TwinStar Credit Union
Drainage and Erosion Control Repon
JWM&A # 05132
• Stabilization of cut and fill areas 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
stormwater system and development of landscaping or grass groundcover on all unpaved
disturbed azeas.
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 constmction of stormwater
facilities on the subject site in accordance with the 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, seeding, 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 ofnon-sediment pollutants on this site. Temporary pollutant
sources, such as cement truck wash-down waste, fuel spillage during equipment
refueling and constmction waste materials may develop for short periods during the
construction of the pazking lots and stormwater facilities.
Care will be taken to minimize the adverse impacts of these conditions. Activities such
as concrete [ruck wash-down and equipment refueling will be carried out in the vicinity of
construction, a[ Least 25 feet from the stormwater facilities.
Construction material stockpile aeas 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.
TwinStar Credit Onion
Drainage and Erosion Control Report
JV/M&A # 05132
APPENDIX A
Soils Report
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Thurston County. Washington
Included areas make up about 10 percent of the total
acreage.
Permeability is moderately rapid in the Spana soil,
Available water capacity is moderate. Effective rooting
depth is 20 to 40 inches. A seasonal high water tahle is
at a depth of about 12 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 [he moderate
available water capacity. Proper stocking rates, pasture
rotation, and restricted grazing during 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 needed 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 woodland. On the basis of a
100-year site curve, the estimated site index for
Douglas-fir is 144. On the basis of a 50-year site curve,
it is 110. The estimated growth rate of an unmanaged,
even-aged stand of Douglas-fir is 150 cubic feet per
acre per year at 60 years of age.
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 roads
and skid trails are soft and can be impassable when
wet. Logging roads require suitahle surtacing material
far year-round use. Rounded pebbles and cobbles for
road construction are readily available on (his unit. The
seasonal high water table limits the use of equipment to
dry periods. Disturbance of the protective layer of duff
can be minimized by the careful use of wheeled and
tracketl equipment.
Seedling establishment is the main concern in the
production of timber. Reforestation can be
accomplished by planting Douglas-fir seedlings. If the
stand includes seed trees, natural reforestation by retl
alder occurs periodically in cu[over areas. The seasonal
high water table inhibits root respiration and thus results
n some seedling mortality. When openings are made in
he canopy, invading brushy plants can prevent the
establishment of planted Douglas-fir seedlings.
Common forest understory plants are cascade
Jregon-grape, salal, vine maple, western brackenfern,
antl Oregon white oak.
89
This map unit is in capability subclass Illw.
110-Spanaway gravelly santly loam, 0 to 3
percent slopes. This very deep, somewhat excessively
drained sail 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 [o
200 days.
Typically, the surtace layer is Mack gravelly sandy
loam about 15 inches thick. The subsoil is dark
yellowish brown very gravelly loam about 5 inches thick.
The substratum to a depth of 60 inches or more is tlark
yellowish brawn extremely gravelly sand.
Included in [his unit are small areas of Alderwood
soils on till plains; Everett, Indianola, and Nisqually soils
on outwash terraces; and Spana soils in depressions.
Also included are small areas of Spanaway sails that
have a stony sandy loam surtace layer and small areas
of Spanaway gravelly sandy loam [hat have slopes of 3
to 15 percent. Included areas make up about 20
percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erasion is slight.
This unit is used mainly as hayland, pasture, or
cropland, as a site for homes, or as a source of gravel.
It is also used as woodland.
The main limitation affecting hay 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 tluring the growing season. Areas that
receive heavy applications should be harrowed at least
once a year. In summer, irrigation is neetled tar
maximum production of most forage crops. Sprinkler
irrigation is the hest method of applying water. The
amount of water applied should be sufficient to wet the
root zone but small enough to minimize the leaching of
plant nutrients.
This unit is suited to crops. Wheat, oats,
strawberries, raspberries, blackberries, and sweet corn
are commonly grown. The main limitation is the low
available water capacity. In summer, irrigation is
needed for maximum production of most crops.
9d
Sprinklers can be used, but a slow application rate is
needed to minimize runoff. The amount of water applied
should be sufficient to wet the root zone but small
enough to minimize the leaching of plant nutrients. The
application rate should be adjusted to the available
water capacity, the water intake rate, and the needs of
the crop. Animal manure can be applied periodically
during the growing season. Areas that receive heavy
applications should be harrowed at least once a year.
This unit is well suited to homesites. Pebbles and
cobbles should be removed, particularly in areas used
for lawns. In summer, irrigation is needed for lawn
grasses, shrubs, vines, shade trees, and ornamental
trees. Mulch, fertilizer, and irrigation are needed to
establish lawn grasses and other small-seeded plants.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity. If the density of
housing is moderate or high, community sewage
systems are needed to prevent the contamination of
water supplies caused by seepage from onsite sewage
disposal systems. Cuthanks are not stable and are
subject to sloughing.
Douglas-fir is the main woodland species on this unit.
Among the trees of limited extent are Oregon white oak,
lodgepole pine, and red alder. Douglas-fir and Scotch
pine are grown on Christmas tree plantations. On the
basis of a 100-year site curve, the mean site index for
Douglas-fir is 140. On [he 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 duN can be
minimized by the careful use of wheeled and tracked
equipment.
Seedling establishment and seedling mortality are the
main concerns in the production of timber. Reforestation
can be accomplished by planting Douglas-fir seedlings.
If the stand includes seed trees, natural reforestation by
Douglas-fir, Oregon white oak, and lodgepole pine
occurs periodically in cutover areas. Droughtiness in the
surface layer reduces the seedling survival rate. When
openings are made in the canopy, invading brushy
plants can delay the establishment of planted Douglas-
fir seedlings.
Common forest understory plants are cascade
Oregon-grape, salal, western brackenfern, western
swordfern, Indian plum, and Scotch-broom.
So
This map unit is in capability subclass IVs.
111-Spanaway gravelly sandy loam, 3 ti
percent slopes. This very deep, somewhat er
drained soil is on terraces. It formed in glacial
and volcanic ash. The native vegetation is ma
grasses, ferns, and a few conifers. Elevation is
400 fee[. The average annual precipitation is
inches, the average annual air temperature is
degrees F, and the average frost-free period is
2o0 days.
Typically, the surface layer is black gravelly
loam about 15 inches thick. The subsoil is dart
yellowish brawn very gravelly sandy loam ahoi
inches thick. The substratum to a depth of 60 i
more is dark yellowish brown extremely gravel
Included in this unit are small areas of Aldei
soils on till plains and Everett, Indianola, and P
soils on terraces. Also included are small area;
Spanaway soils that have a stony sandy loam
layer and small areas of Spanaway gravelly sa
that have slopes of 0 to 3 percent. Included art
up about 20 percent of the total acreage.
Permeability is moderately rapid in [he subsc
Spanaway soil and very rapid in [he substraturt
Available water capacity is low. Effective rco[iro
is 60 inches or more. Runoff is slaw, and the h:
water erosion is slight
This unit is used mainly as hayland or pastes
site for homes, or as a source of gravel. It is al:
as woodland.
The main limitation affecting hay and pasture
low available water capacity during the growing
Proper grazing practices, weed control, and Pert
needed to ensure maximum quality of forage. R
grazing helps to maintain the quality of forage. I
mowing helps to maintain uniform growth, disco
selective grazing, and controls weeds. Animal n
can be applied periodically during the growing s
Areas that receive heavy applications should be
harrowed at least once a year. In summer, iniga
needed for maximum production of most forage
Sprinkler irrigation is the best method of applying,
The amount of water applied should be sufficien
the root zone but small enough to minimize the I
of plant nutrients.
This unit is suited to homesites. The main limi
is the slope. Cu[banks are not stable and are su
sloughing. A plant cover can be established and
maintained through proper fertilizing, seeding, mi
and shaping of the slopes. Pebbles and cobbles
be removed, particularly in areas used for lawns.
158
Spanaway geries
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 degrees F,
and the average }rost-free season is 150 to 200 days.
These soils are sandy-skeletal, mixed, mesic Andic
Xerumbrepts
Typical petlon of Spanaway gravelly sandy loam, 0 to
3 percent slopes, 4 miles southeast of Lacey; about 250
feet west and 4G0 feet south of the northeast corner of
sec. 25. T. 36 N., R. 1 W.
A-0 to 15 inches, Mack (10YR 2/1) gravelly sandy
loam, very tlark grayish brown (10VR 3/2) dry; weak
tine 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 brawn (10YR 3/4)
very gravelly sandy loam, light olive brown (25V
5/4) dry; Weak fine subangular blocky structure;
loose, very friable, nonsticky and nonplastic; many
fine, metliur», 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 (tOVR
5/4) tlry; single grained; loose; few fine roots; 80
percent pebbles, 10 percent cobbles; slightly acid.
The thickness of the solum ranges from 15 to 25
inches. The content of coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
average texture of this section is very gravelly sand or
extremely gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue of 10YR or 7.5YR, value of 3
or 4 when dry, antl chroma of 1 or 2 when moist or tlry.
It is medium acitl or strongly acid. The 8w horizon has
value of 4 or 5 When dry and 3 or 4 when moist. It is
extremelvelly sandy loam, very gravelly loam, or
y gravelly sandy loam. The C horizon has hue
of 10YR or 2.Sy, value of 5 or 6 when dry and 4 or 5
when moist, antl chroma of 3 or 4 when dry or moist. It
~s extremely gravelly sand or extremely gravelly loamy
sand and is slightly acid or neutral.
Sultan Series
The Sultan series consists of very deep, moderately
Sail Surve
well drained soils on flood plains. These soils formed
alluvium. Slope is 0 to 3 percent. Elevation is 20 to 7:
feet. The average annual precipitation is 40 to 50
inches, the average annual air temperature is about 5
degrees F, and the average frost-free season is 150 t
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 teet east and 1,975 feet north of tl
southwest corner of sec. i6, T. 18 N., R. 1 E.
Ap-0 to 7 inches; dark yellowish brown (10VR 3/4) si
loam, brown (10VR 5/3) dry; moderate fine and
medium granular structure; slightly hard, very
friable, slightly sticky and slightly plastic; many tinr
medium, and coarse roots; many very fine and fine
tubular pores; slightly acid; abrupt smooth
boundary.
BA-7 to 20 inches; dark yellowish brown (10YR 4/4)
silt loam, brown (tOYR 5/3) dry; moderate fine and
medium subangular hlocky structure; slightly hard,
very friable, slightly sticky and slightly plastic; man
very fine, fine, and medium roots; many very fine
and fine tubular pores; slightly acid; clear wavy
boundary.
Bw1-20 to 25 inches; dark hrown (10YR 3/3) silt loarc
grayish brown (25V 5/2) dry; common fine
prominent red (25VR 5/8) mottles; moderate fine
and medium subangular blocky structure; slightly
hard, very iriahle, slightly sticky and slightly plastic;
common fine and medium roots; common very fine
and fine tubular pores; slightly acid; gradual wavy
boundary.
Bw2--25 to 45 inches; dark brown (10YR 4/3) silt loam
light brownish gray (10YR 6/2) dry; common
medium prominent red (2.SVR 5/8) mottles;
moderate medium antl coarse subangular blocky
structure; slightly hard, very friable, slightly sticky
and slightly plastic; iew very fine and fine roots; few
very fine antl fine tuhular pares; slightly acid;
gradual wavy boundary.
C-45 to 60 inches; grayish brown (10YR 5/2) silt loam,
light gray (10VR 7/2) dry; common medium
prominent dark brown (7.SYR 4/4) mottles; massive;
slightly hard, very friable, slightly sticky and slightly
plastic; slightly acitl.
The soils are slightly acid or neutral in the control
section and range from slightly acid to strongly acid
below a depth of 40 inches. Mottles that have chroma
of 3 or more are at a depth of more than 20 inches.
Thurston County, Washington
The Ap horizon has hue of 10YR. value of 3 or 4
when moist. and chroma of 3 or 4 when tlry. The Bw
horizon has hue of 10YR or 2.SY, value of 3 or 4 when
moist and 5 or 6 when dry, and chroma of 2 or 3 when
moist or dry. It has thin strata of tine sandy loam to silty
clay loam. The C horizon has hue of 10YR, 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 to 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 Sultic
Fluvaquenis.
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 (tOYR 3/3) silt loam,
grayish brown (10YR 5/2) dry; many medium
distinct dark brown (7.5VR 4/4) motlles', moderate
fine angular blocky structure; friable, nonsticky and
slightly plastic; many medium and tine roots;
extremely acid; abrupt smooth boundary.
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 (10YR 4/2)
silt loam, light brownish gray (10YR 6/2) dry; many
fine distinct dark yellowish brown (10YR 4/4J
mottles; weak medium prismatic structure; friable,
nonsticky and slightly plastic; few fine roots;
extremely acid', clear smooth houndary.
Cg3-40 to 50 inches; grayish brown (10VR 5/2) silt
loam, gray (10YR 6/ij tlry', massive; friable, slightly
sticky and slightly plastic; extremely acid', abrupt
smooth boundary.
2Cg4-50 to 60 inches; dark greenish gray (SGV 4/1)
clay; common medium distinct brown (7.5VR 4/4J
mottles', massive; triable, very sticky and very
plastic: few fine tubular pores; sVOngly acid.
The soils are more than 60 inches deep, but the
159
rooting depth is limited by the water [able unless the
plant is hydrophytic. Some pedons have layers of muck
1 [o a 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 10VR or 5Y, value of
3 or 4 when moist, and chroma of 1 or 2 when moist. It
has faint or distinct mottles. It is strongly acid to
extremely acid. The Cg horizon has hue of 10VR, 2.5Y,
or 5Y or is neutral in hue. It has value of 3 to 6 when
moist and 4 to a when dry and chroma of 0 to 2 when
moist or dry. It has faint to prominent mottles. It 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 soils 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
600 feet east and 400 feel north of [he southwest
corner of sec. 27, T. 17 N., R. 3 W.
Al-0 to 5 inches; dark reddish brown (5YR 2/2)
gravelly loam, dark grayish brown (10VR 4/2) dry;
moderate fine granular structure; soft, very triable,
nonsticky and nonplastic; 30 percent pebbles; many
very tine, fine, medium, and coarse roots; many
very fine tubular pares; strongly acid; clear smooth
boundary.
A2-5 to 11 inches; dark yellowish brown (tOYR 3/4)
gravelly loam, dark brown (10YR 4/3) dry; moderate
fine granular structure; soft, very triable, nonsticky
and nonplastic; 30 percent pebbles; many fine,
medium, and coarse roots; many very fine tubular
pores; medium acid; clear smooth boundary.
Bw1-11 to 21 inches; dark brown (7.SYR 4/4) gravelly
loam, light yellowish brown (10VR 6/4) dry; weak
fine subangular blocky structure; soft, very friable,
nonsticky and nonplastic; 30 percent pebhles;
0 iu e~ :, n.
. Llss Pu.azzt
t;q-, '_03 FOCNTH AV CVt'E EAST $l'ITE •' I
I
~Z] OLY,VII IA W.as HI~GTO,\ ytilnl
I1U6 ~ VOICE (3601 1 ll +~lfi
,~ ba.v': GF:bI „u-90'_7
Curt Heinold
Howard Godat and .Associates
2703 Wesnnoor Coun
Olympia. W'A 9303
October 13. 1996
Report File Number: G96-0133
Report Subject: Soil assessment for stonmvater facility desiam.
Location: S[udv site is located south of Yehn .4venueV near [he intersection of the
highway and NW Mountain View Road, in Yelm: within the NW b; of
Section 24. Township 17N: Ranee 1 E, in Thurston County.
Soils were assessed September 26, 1996 by Lisa Palazzi, (ARCPACS certified soil specialists.
The intent of this work was to assess on-site soil conditions that would affect stormwater facilin_'
desistt.
MAPPED SOIL SERIES DESCRIPTIONS:
According to the Thurston County Soil Survey, the following soil series is mapped on or near
the site: the Spanaway gravelly sandy loam, (classified as a sandy-skeletal mixed, mesie Andic
Xerumbreptl ); and the Spanaway stony sandy loam, (classified as asandy-skeletal. mixed. mesie
Andic Xerumbrept=). -
The Spanaway gravel h' sandy loam soils are mapped onsite and commonly mapped across the
across the surrounding area. The Spanaway stom~ sands loam soils are mapped off site to the
west and th.- south. Please refer to the attached soil map for details on soil mao unit boundaries.
For your information. standard characteristics of the mapped soil series are described in
I SanJ~.-kI:-I. imJ. mss. nod. ~erunnrep. II- .. n J llix na hme,n J,mlp u. h:uvJ'k~dum~. b'm
h: ~ I m h: Jc: elupaJ J dl' n~nf~ I P 't ui+n mJ ,unmrJmt Lht ~ .hue.h:u: ~.cra c.
'ub J~Invl Jpi 'anJ -. h': i ,rally ,lxraurtc r~nueh nvt I `C IJ' vr'r~. has n,.
my nurl r~aJlh I .::.myb ht~nJg eu h _ .,,vscr un. h,~co4 : J. .Av.uul-i
- SunJc-skaetar mi~N. m ~ ulnJic 5mnnhrep~ genemllp mrvnine tha a,il hm mininml h•rrizen Jertlopmurrt tapes hee ~ Jurk-odomJ. I~r„
leia~.muvmum .urLmc hurinon ;•mnhn Fns Jc~ elopcJ tmJ.r cnndi:inm nl ,+ima pruaipimtion anJ sununo Jmueh: l%'r 1. has chumecristics
unribmeJ m n+lyvni. JepmuA iundu~l. hay a mmm wmpcmtwc rminy~ l mom, unnml ttmpemurze coneys imm r"m I i"C l ~". w"c 1. ha lw
yuc'ly nmer~l ~nmeJ h'I 0"n un..h hl-nJ Cra: h 3 n,:n.l nc he mlut J-'Adaul'~..
Pane I
APPENDIX II. Please note that the SCS sail series maps and descriptions characterize exoected
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 entirety in error. Please
refer to the individual pit descriptions in APPENDIX I and to the discussion in the text below for
specifics on observed site soil conditions.
SITE GEOIVIORPHOLOGYRND SOILS DESCRIPTION
The approximately L5 acre site is located next door to the Yelm Elks Club, south NW Yehn
Avenue (Yelm Hiehway), near the intersection of NW Mountain View Road and the hiehwav.
The site is undeveloped at [his time, but up until recently had a house and gara~*e in the northeast
portions. The site is mostly gassed, but also suppotts Scots broom, some planted fruit and nut
frees in addition to hawthorn, noble tir, Douglas-fir, and pine.
h is proposed to build a Twin 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 bV the client) is quite flat elevations ranging from add to 345 feet.
According to USGS maps of the area the nearest natural water body is Thompson Creek, located
about Y 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 orooosed infiltration pond.
The pit was Spanaway series, having about 24 inches ofdark-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 soi] surface.
That agrees with data that indicates Thompson Creek is ld feet lower in elevaiion. The soils
below 24 inches are expected to percolate at rates in excess of 20 inches per hour.
I hope this repot provides enough information to proceed with project plannine. Please calf if
you have any questions or require additional detail or clarification on am of these issues.
~~~~~~~,
Lisa Palazzi
ARCPACS certitied soil specialist
Certification m3313
Page 2
APPENDIX I
Pir 1
Horiz Doth ~ CF T_t Swc Pcre° iblaR Roots OM %C
A 0-34 IOYR2/I i0 VGrSL WMC 6-?0'" U MF ti 't0
B 3450 5/4 RU"'" XGrLS SG ?0+ 0 CF 4 q0
Cl i0-77 4/i 80`"`" YGrLS SG 20- 11 FC <7 <IO
C? 77-87 4/3 80=0`° NGrLS SG 20+ 0 -- <7 <IO
Spanan ac soils. Rocks helasc 77 inches arc Wn stained (ald ")
the supcncripi numherryrrsvnts the estiummd ~inpladigir ycrmWtinn mte inr ihm paniculw soil pig hannm.
Paoe 3
APPENDIX !I
SPAA'AWAY SERIES
The Spanaway gravelly sandy loams are very deep, somewhat excessively drained soil on
terraces formed in glacial outwash and volcanic ash. The top 20 inches are expected to be yen
dark-colored gravelly to very, avelly loams and sandy loams. Subsoils are expected to be
extremely gravelly sands. In some areas, these soils can also be very stony (rocks larger than 10
inches in diameter).
Soil percolation rates are expected to be moderately rapid Q-6 inches per hour? near the sutface
and very rapid (ereater than'0 inches per hour) in the extremely graally sand substratum.
These soils are used mainly as havland, pasture, or cropland, as homesites. or as a gravel source.
The primary limitation for anv vegetation-related use is the ven~ low water holdine capacity in
the subsoils.
The volcanic ash influence in these soils may be evidenced 6v fine-textured soils in interstices
between coarse fragments. Furthennore, these soils tnay show an increased tendency to cement
or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break
down intoamorphous clays -- a silica gel.
The main limitation for septic system (or stormwater pond) design is the gravelly subsoil's poor
filtering 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 encouraged to avoid contamination of groundwater or nearby wells. Grass-lined
swales or sand lined ponds may be encouraged for pretreatment of stonnwater prior to
infiltration
SPANAWAY SERIES
The Spanaway stony sandy loams are very deep, somewhat excessively drained sail on terraces
formed in glacial outwash and volcanic ash. The top 16 inches are expected to be black stony
sandy foams underlain by 6 inches of very dark brown gravelh~ sandy loam. Subsoils to 60
inches or greater are expected to be grayish brown extremely gravelh sands.
Soil percolation rates are expected to be moderately rapid Q-6 inches per hour) near the surt'ace
and very rapid (greater than 20 inches per hour) in the extremely gravelly sand substratum.
These soils are used mainly as havland, pasture, or cropland but are erzatly limited by the stony
surfaces. The_v are well-suited to homesites, but landscaped areas will require surface stone
removal. The primary limitation for anv vesetation-related use is the eery low water holding
capacity in the subsoils.
The volcanic ash influence in these soils may be evidenced by fine-textured soils in interstices
Paee 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 clays -- a silica eel.
The main limitation for septic system or stormwater pond design is the eravelly subsoil's poor
filtering 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 groundwater or nearby wells. Grass-lined
swales or sand lined ponds may be encouraged for pretreannent of stonnwater prior to
in£ltration.
Page S
APPENDLC Ill
DEFINITIONS
Column Headiness
Horiz =horizon: This n•ord refers to the horizontal bands of soil that loan at carious depths from the surface as a result of either
accumulation ofor~anic materials or leaclune afclacsaM Salts be vm[er "A"hodzons.enerally have an acnunulatimt ofon-~an¢
materials. "8"hodzonsywemllc havew acmunulsion ol'dacs or salts. "C"horizons ara ~enemllr either undifTerentiated parem
material or arc blow the zone of major biolosdeal acticin~. A snmll letter Collmcine the capital letter provides additiawl
inlbrtnmion. "Bsr" describes a "cambic' or batch' dcecloped B horizon: .4 "ew". "es' or"ci' after a B or C describes a hamm~
scith weak eemenm[ian. strong cementation. and induration respeniccl}-. .dn "r" alicr o B or C indicates thm the horimn is
daininmed be saprak[e. vchidt is rotten rock -- i.e. rack thm is w decomposed Ihm it is almost sail. Ao "R" alier a C indicats
that the C horizon is oredominandc hari, undeeomposad hednsk. A'^_" in Gont ol'a B or r horizon indicmes Ihat the suhsoils
hart a di Ffcmnt parent matcnal than the orerlcing soils. '
Upth = depth. vices the dismnec Goan the sur!hec for the lap and 6ouom al each hanian.
(.bl =color'. gives a Nlwsdl Beck rotor drip code. The Nlwsdl color codes lesamnlcl iIYR i41 Bice inlormauon on the hue I InyR..
value iil. and chroma NI al the sail. Soil color can 6c used to inter parent matcriai, pcrccm oremic content- ar sail dratw_•:
charnetarinics For esamolc. sails scitit both Iovc chroma and value tamample: IOYR' 71 se ren darY~aNorcd and tend m hay
hieiron!anic mauar comcnts: sods vvth a Nlunsell chroma cods of '_ or less Ic~antple: I l1Y"R 7.'_I nmc be pooric dr:uned.
The Calowine vnucichrome color codes mrrespond to Ute fe0mcing soil color names for ttc teen most commonk used HL'F aa_e5
IOYR and'.FY.
IOYR HUE
COLOR NAME 6.,W Er'CHRDMA _SV'HDE
COLOR Va..\IE \i4LCE/CHR0.41A
wfiile R!I. Y,'_ schita Nhl. 9%'_
light gat 7/I.7? light vac V7/. 7r"
eras bll, iil gray N[;.'Ji/
dark erae J/ 1 dark `roc N?l
ten' dark grac i; I ten dark arcs N?;
black '_; I black V'_'
szn' pale brosm S13. tl'?. `~. 7? pule sellmc 3%J. 77
li_ht brownish gray G/7 heht brownish ym} fii'_
amcisli bimnt
iC
aracish brown ~~
dark grmish brosat J1? dark gmsish hrawn ?:'_ -1
~cn dark emrish brown ~n ccn'dark gmsish 6rovcn
ten dnrk brmm 2C light hrownish _^_ra_c Gil
cdlom B/fi. Srtf-TG. 7ttl gmsish Graven _~_'
pale brawn G; t dark troFish brown ?%'
6rosm s:a ¢n dark grnpish brown •-'
dark 6lossat 1;?. 3? pale sellmc 3;?.. J
fieht cellmcish brown N? fight cellow'ish S:o•an 6.4
6mvsnish _cellow' G/6. h18 lift olha brawn d/?_ s:n I
Ilmcish brown ? >fi "9 oli n brawn ~ a ?
dcri: cdlovcish bramt ?N s,T. =:?. 3;6 Ito v ri r Yh. t, 4
7/.
ali a yellow b f G'H
Tit = mswre: describes the rzlatia dominance in size ol'seil pnnides smaller ;han_ min d :vne[cr. Sand. silt, and dac arc the three
size classes vcidt swd heing largrn wd dam briny smallest. The tesuval n;unes arc applied based on dte sreiyht percrntnge of sand
L51. silt f5i). and dac i C i. The Held cstimme ol'parcern sand. sih mtd dac are circa uilh the tenuml name.
CF =pcrccm coarse Fraemcnts. Caarsc frai~nwG rc ddincd as we mineral fraement in the soil grcamr dmn'_mm dimncmr. II'nredcd.
coarse liamnents arc also dscribcd in temts of carious size classes - emscl. cobble. stone. em. Abbreviations assaciamd with CF
percentnecs still be Co = cobble !coarse tiagntcnls >3"diameter i. Cn =concretions Ismnll. round pcbblo-lika t}amtrnts It~mted
be soil minerals dissokine and lhrn r-prccipimtine 1. II' no abbmciabon is inciudoti. assume that the percanl CF is dcscnbim
erarels (coarse fraements >'_mm and G" in diameter).
Pa!=e I
If coarse Gavnnent content is cmpresscd a I?-?i percent. !hc lint I'mc[ien (soil pwticles Icss than ? mm dinmcmrt rcuuml call is
modili~ and dtl'med as yaavelh~ li e. smvdly loam or grm•elh silrc cla7): zd-5i pcrcenl is ten yraczllc: g2ntcr than (i? perecm
is defined as cvremelc gm•elly,
.Stmt=smtenue'. describes the shape and size orthc natural soil clads..Seil with svang strncnla is genetnllc considered to be uablc
and rce developed. Soils that are periodicalfc disturbed genemlc hate poor swcuue. Fine tzxiured soils with task stnmlure
often hart poor percolation capabilitizs.
041=percent organic maMr. In mineral sails. ocmtic matter decreases with distnnn• !iom the soil a!rlice. Lott percenwges t3"'.. or
lass i a! dte surface can indicmt erosion problems. Inereaszd pereenmges beloe !hc s'urlaca can !ndinto a burial n!riace i till on
the stulicc i. Orewlic mater improves srn!c¢uc and Icnilih' Surface GM°I~ in mineral soils ranges Gom A to'_IP'L \l9ten OM":~
is_rteamr dtm_'IN.o, the soihnn_cbe<lassilied as an organic radsr than mineral sa'd. This is generallc indimtice a(smurated andtor
cold conditions in the soil.
Root = raotine dcoth: can be used to lone la~crs in the soil thtrt may restrict eroeth or water mm anent.
\ lou = ntoldcs: ar. an iodic. lion that dsc soil rocs !breach :dtcmnin_• periods ol'c>:m-dcd smurntion and dnine.
P~:rc =percolation rate. The pereolmion rate is nn estimate of inches pa hour eater percolaian through the soil. The mm_¢' in
percolation rates as devised 6v the SCS arc as follmvs:
Class Estimated inches hour
Vera slat less than O.Ob
Sloe' Q05-0'
Nlodcretclc slots 0.?'11.5
Nlcdemte Ob-'_0
~Iodemtely rapid -'~tl-btt
Rapid 6.11-_0
Van rapid more than z0
The Held tsfvna[e is made based on soil teshua. pzrcem co, rse Fragments. and outer soil fcamas. such as indicaion of c-~men[in_g
and the presence of mottles.
Ttpe =sail npo: as defined in Article IV. Rulas and Rcwlations of the Thursmn Counh Board oC Hcal[h Goveming• Disposal of
Smt'age (some as Slate defWtlonf, These groupings have keen recently reveo ed and revised or [he Smte Ieal. but m general
indicue soil remuc and relative percent of coarse liagmen[s with the Type I soil brine the most comsz-textured with thchi~hest
ware fragment perccmo~c and the Tvpa 6 soils being rho fines! 2~utcd.
Similes to soil percolation rate es(intaes. the Field t<pine estimwc is hosed on inerprcmtion of elgets of sail teinge. percent
coarse fragments-and other soil (ca[wes. such as indication of cememing gnu dte presence of matdes. In gencrol. soil npc I
is lac coarse !eauved to allow I'or a standard desiem. Some pre-!rcutmem design is used. then the nmi~e soils arc used for
disposal al'tht heat2d eFlh!tn L: Sail tcyos i and A art genamllc pre@rred. althaueh son!e tcpe 1's mm 6e limi!cd to some
degree b}' slow percolation'. tppe ?soils percolate ten slotttr and are geotralk less desircablc due to hoer easik th ~ na
hvdmulicalk overloaded. but matmd or pressure distribution s. stems can be used in some cases !a compensate for !hest
limimtions: tryz 6 soils am unslittd due to minimal pcrcola[ian
%1~C = Ptrcem cloy content as estimated using hand-leaurc redmionos in the bold
FIELD DATd AB BREVIATIOSS
Tcuure codes Root Mot!Rs Stmcnve
L=Louml~l First letter First letter SG=single Brained ar base.
$i=Stun VI=Mom bl=Moat naswctwc
5 =Sandra) C =Common C = Common h15 = \lassn e. mcmtin~ no
C = Clmtm-1' F = Faty F= Re swnwe. but not single smntd
F=fine Ssond letter Second letter First lcua rtpmsanls the
Gr=Graall. F = Finc F= Fint srrcn~nh al tbt stn¢turc
1' = Ytn \I = \lcdiunt \I = 1lcdium \t' = lVCak
X=Enrcmck C=Coarse L=Largi• VI=.M1lodcrme
Co =Cobble Third Icner $ = strong
PflL*2 ?
(" C in front of F = Faim Sumnd letter reprcs'cnts the
LS or SL smnds D=Distinct sim of the strucmml unit
Ibr Conrse) P =Prominent F =Pine
.VI = bfcditun
C = Coarse
Third Ic¢er croup represents [hc
shape of the stnstural unit
SAB = subanvular bloc6's'
B = nneular blocky
U = ennular
P! =plate
Svuam Tvpe =stream t. pe us dclinod in RAC ]_'~ pi-03n. 44'atcr Ts pive 9sent. These aping here usmhlisbed in coopermipn
6cnsrn dte Dem. of Snnu'ai Ruowces. rite Dept. ul Fisheries. the Dept. ul' \ti ildli li. the Dept. of Ecale_g. and
in coraulmtion ssiih alTceted !ndinn Nba. The tcsulls me available across the counter at DN'R flap and °bnin
Sales. The current swam npc dzlinitions arc as fDllosss IFampivascd from the k?.C code dcsenptions r.
Stream Tgrc Tspical charaetcrisaes
I 411 shariines of the smtu_ ns defined under RCR" )115X. scithin their ordinvn high water mark. c~ceptine Ihev
associated wetlands. Generally. these include all ricers. lakes greater than '(1 acres- and perennial steams
dacnstaam aRhe pumt of _rcatzr d»n '_l) cfs f]ow. These arc eenzmllc considered to be Iish-bearine twttrs.
These vz not Tspe I servers. bur do have hilt Iish. oildlilc. or htunan use nines. Thee include sacmcnts of i»tural
oamrs mtd dteir assocmtcd wetlands schich:
iai are diverted far domestic use 6y mar than IUU residential or campinc units....
ibi arc within anc campgnound pith greater Item: 3U campinc uniL._'
¢i are rased be subsLUntial numhas of awdromous or residem @amz Ilsh far spmtnim=. reorim or nn~~ratirn.
such as those hoeing a defined channel width of'_U lee[ or _meatet attd a radiant of less than T°t1.. ar lakes.
ponds ar impoundments ssirh Bremer than I acre ofsurt'ace area at szosonal lose water..
I,d1 arc used 6. salmanid For off-channel habitat. usually critical (or juvenile sun ical, such as those areas
connected to a sMonid beating stream and accessible al same time of the ccvr and bovine an access drainage
area with less Utan i°b crodiv`nt.
These are not fipe I or'_ waters. buf hose moderate fa slieht tlsh. oildlife. or human usz values. Then include
sraments of natural waers and Ihev associated weltands which:
fai arc diverted Far domestic use b} mom than 1(J residential or campinc tmi!s....
tbi arc useU by siytiLcunt numbers o(nnadromaus fish for spotmine mating ar migration. such as those
hanng a defined channel width of i Ccet or gmomr and a sadiem al less than C'6 and no[ upstream al a lallc
oC more than IU conical Cect.
Icl ore used bts _sni(cont nvmhcrs of resident game Iish. sorb as trose hoeing a defined channe! vidd: of I II
fen ar Bever. a summer lost Ilosc of gmomr than U.iC FS. and a cmdicnt of Icss than L";,, and ponds ar
impuundmenL pith ¢tcater than OS acre of stuface arcs m seasonal lose water.
idl are hiJilv siertifmant for orotcedon of doswsueam water qualitc. such as tribumries that coninbute more
than 'U°.. of the tloa'to a TsFc I ar 2 svorer..
These arc oat Tcpe I. '_. or 3 seaters. but arc considered important for protection el'dosmstream scoter yualitc.
These am not lisln'oearine streartu. bul have a defined chmmel and arz cilher intertni«cnt drainaees. or arc p<remual
etrzanrs N tweacbnblc portions of a drainage These staters continue upstream umil [he channel becomes Is dmn
' feet stick.
These arc not Type I. `. ?, ar 1 seaters. bul include streams ~rnh nr without well-del fined channels. areas of
pcmnnial or in¢rmiucnt sccpoee. ponds. natural sinks and dninaeawavs hoeing short periods of sprine or smrm
rain oIT
Pace
Twin Counh~ Credit Union
Stonmvater Soils Report
Site Location Map
G96-0I'_i file reference mm~ber
Twin County Credit Union
Stonmvater Soils Report
Thurston Counts Soil Sun•ey htap
Soil ~lao Unit Soil Series
110 Spanawac crsl
113 Spanawa~~ dsl
G96-01?: file reference number
,,
SOILS INVESTIGATION REPORT
TWIN COUNTY CREDIT UNION FACILITY
YELM, WASHINGTON
Bradley-Noble Geotechnical Services
A ®ivision of The Bradley Group, Inc.
2401 Bristol Court SW - PO Box 10267 -Olympia WA 98502 - 360-357-7883
Bradley-N®ble Geotechnical Services
A Division of The Bradley Group, Inc.
2401.Bristcl 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, YELN, WASHINGTON
This report presents the results o£ 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 o£ 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 facility, 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 of 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 reliefand nearly level
with a few large Douglas firs. The eastern half of
the property still has an occupied, single-family
residence. It 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 of the phase
one construction, we found surface and subsurface
96040101
Page 1 of 7
~. __
-i ~~ _i -.- -- ~ -' ._
96040101
Page 2 of
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
drain£ield in the area of Test Pit Two. We expect
that underground water lines served this residence.
There is also an abandoned qas riser in this area.
There may be an additional domestic water well in the
small storage building that servedthis 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 Lodqe to
the project west.
If the existing domestic wells on this site are not to
be used, then they will have to be abandoned according
to the Department 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 sail 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.
36040101
Page 3 0£ 7
DISCUSSION AND RECONT~NDATIONS
Site Work
Based on the proposed site plan, the septic tank and
drain£ield that served the farmer mobile home will be
under the building footprint. This tank will need to
be located and removed. The void after removal should
be filledlacedh andthcompactedn in conformanceuwithfthe
section p
Earthwork Criteria section of this reP° Therdbainfield
with Controlled Density Fill (CDF).
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 drainfield that
serve the occupied residence on this site will also
have to be abandoned after the structure is razed.
The Spanaway topsoil unit is a silty, gravelly sand.
The silts in this soil unit aroseditouraineduringesite
will "mud up" rapidly if exp
The underlying coarse, sandy gravels and
work.
gravelly sands are considered toeb~ {hat sitenwo~kaon
non-moisture sensitive. We exp
this soil unit would not be of £ected by weather.
The recessional outwash soils on this site are
considered to be suitable for use as structural fill,
gravel -base material under paving sec ihenlaraedcobbles
backf ill- The oversized material, 4
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 backf ill• ravelsbase
considered to be suitable for use as g
material under paving sections. The percentage o£
Fines makes this material difficult to compact as
moisture control is difficult to control in order to
achieve a uniform density o£ the material.
Foundations
All foundations are to be founded on the Vas hon
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
immediately after the loads are imposed. There shculd
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 for structural
fill under the slab. We do not recommend that the
Spanaway topsoil be used for structural fill under the
slabs.
Placement and
section should
recommendations
this report.
minus crushed
fine grading op.
compaction of the structural fill
be in strict conformance with the
of the Earthwork Criteria section of
Placement of a thin lift o£ 5/8-inch
rock is acceptable to £ac it itate the
:rations 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 o£ 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
96040101
Page 5 of
recommendations of the current edition o£ the
Reinforcing Steel Institutes Design Manual for the
anticipated Eloor loads.
Paving 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 densif 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 Dfi 98 be
achieved on the subgrade. We recommend a minimum
paving section o£ 2 inches of class H asphaltic
concrete pavement, 2 inches of 5/8-inch minus crushed
rock for the leveling course, and either six inches o£
ballast or eight inches of gravel base material.
All material used in the paving section is to conform
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 traf £ic loads.
Lateral Soil Pressures
It 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
1 specification 9-03.14 for gravel borrow, 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 of 7
A11 fill should be placed in uniform horizontal lifts
o£ 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 back£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 o£ fill sections on slopes greater that 4:1
(horizontal to vertical) will be benched as directed
into the native soils. Neight 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 passible
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 durinc 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 GECTECHNICAL 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.
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:
G~"_%i ~ r
David C. 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 £eet Coazse 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 9 inch diameter.
Slightly sandier soils.
Test Pit Four:
0 to -1.7 feet Spanaway topsoil unit.
-1.7 to -6.2 £eet Coarse gravelly medium sands
with cobbles to 8 inch diameter.
Test
0 to
-2.0
-3.1
Test
0 to
-1.7
Test
Paqe
Pit Five:
-2.0 £eet Spanaway topsoil unit.
to -3.1 £eet Coarse sandy gravel layer
to -6.1 feet Gravelly medium gray sand
Pit Six:
-1.7 feet Spanaway topsoil unit.
to -5.9 £eet Yellow brown medium sandy
gravel with cobbles and
boulders.
Pit Logs
1 of 2
I Test Pit Logs
Page 2 of 2
Test Pit Seven:
0 to -1.4 feet Spanaway topsoil unit.
-1.4 to -6.3 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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BASIN 1
HYDRA 100 YEAR STORM
INPUT COMMAND FILE
SOB TCCU - STORMWATER DESIGN
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
REM BASIN #1 TO INFILTRATION GALLERY
TOT 6.15
FIL C:\HYE\lA.INC
NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY
DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
DPI 62 399.15 394.3 392.05 390.5 10
RED (0/0.17, 577/0.17)
RES 395, 340, 395, OVER
END
BASIN 1
HYDRA 100 YEAR REPORT FILE
C:\HY DRA\CMD\ HYDRA Version 5.85
j.w.morrissette & as sociates Page 1
Q \HY DRA\CMD\TCCOBIN .CMD 11:47 9-Dec-105
CFS
T CCO - STORMWATER DESIGN
*** NE ACCESS STORMW ATER TO INFI LTRA Pipe Design
Link Long Slope Invert San Sto Qdes Depth GrOp GrDn SrCh/Dlt
Diam Up/Dn In£ Mis Vel Up/Dn HGLOp HCLDn Estimated
d/D Cover Di££Up Oif£Dn Cost
1 62 0.0250 392.05 0.0 0.3 0.30 1.20 349.15 399.30
10 390.50 0.0 0.0 3.9b 2.10 392.23 340.68 0
0.22 3.80 1.92 3.62
Lateral length= b2 Upstream len gth= 62
Lateral length= 0 Upstream len gth= 0
'** NE ACCESS STORMWATER TO IN FI LTRA
Cost Invert - ------------- Maximum Flow Values --------
Link Ex £il Up/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
395.00 Overflow 0.00 0.00 0 .00
Stored : 0 0 957
Lateral le ngth= 62 ^pst ream length= 62
Reservoir
Mis Design
0 .00 0 .30
0 .00 0 .17
o .oo o .oo
0 957
BASIN 1
HYDRA 100 YEAR OUTPUT DATA FILE
C:\HYDRA\CMD\ HYDRA Version 5.85
j .w.morri ssette 6 associates Page 1
C:\HYDRA\CMD\TCWBIN.CMD
NONE
Status of DEFAULTS at start of run
11:97 9-Dec-105
Command file C:\HYDRA\CMD\TCCUBIN.CMD
I Input units are read as USA
I Warnings are turned OFF
I Output sent to display Detailed
Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I String to reset printer 27 51 36 18
I 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, FX series
I Print heading at top of page ON
Number of steps in hydro graph 166
Step length in minutes 60
I Significant flow in hydrograph 0.010
Infiltration Diurnali nation Factor 0.980
Maximum olot value Selected by HYDRA
I Type of hydrographic plot CompacC
Sanitary flow by Diurnal Curve
I Delay to start of actual storm 0.00
I Rational Method computations OFF
SCS computations Santa Barbara
I Continuous simulation computations ON
Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
Number of allowable diam drops 999
Mimimum drop thru manhole 0.000
I Manni.ng's n Variable
I Routing technique Quick
Calculate sanitary flows ON
Calculate infiltration flows ON
I Calculate mist flows ON
I Listing of acceptable diameters (Changed by the PCO command):
4 6 8 10 12 15 18 21 29 27 30
33 36 39 92 95 98 59 60 66 72 78
69 90 96 102 108 119 120 132
1: JOB TCCD - STORMWATER DESIGN
2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
3:
4: REM BASIN #1 TO INFILTRATION GALLERY
5: TOT 6.15
Total rainfall 6.15 Inches
C:\HYDRA\CMD\ HYDRA Version 5.65
Page
j.w.morrissette & associates
C:\HYDRA\CMD\TCCOBIN.CMD 11:97 9-Dec-105
TCCO - STORMWATEA DESIGN
6: FIL C:\HYE\lA. INC
----- -START OF SDE-F ILE--- ---
1:
2:
HYE 10 0.009 0
.009 0
.009 0.004 0.004 0.004 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 0 .006 0 .006 0.006 0.
006 0.007 +
q: 0.007 0 .007 0 .007 0.007 0.007 0.0082 0.0082 0.008 2 0.0062 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0. 0134 0 .0139 0.0134 0. 0180
0.0180 0. 034 0. 059 +
6: 0.027 0 .018 0 .0139 0.0139 0.0139 0.00 88 0. 0 088 0. 0088 0.0088 0
.0086 0.00 88 0.0 068 +
7: 0.0088 0.0088 0.0088 0.0088 0.0088 0. 0072 0 .0072 0.0072 0. 0072
o.oo7z o. oo7z o .oo7z +
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. 0090 0 .0090 0.0090 0 .0090
0.0090 0. 0090 0 .0090 +
11: 0.0090 0.0090 0.0090 0.0090 0.0090 0. 0090 0 .0040 0.0040 0 .0040
0.0090 0. 0040 0 .0090 +
12 : 0.0090 0.0090 0.0040 0.0090 0.0090 0. 0040 0 .0090 0.0090 0 .0090
0.0090 0. 0040 0 .0090 +
13 : 0.0090 0.0090 0.0090 0.0090 0.0090 0. 0090 0 .0090 0.0090 0 .0090
0.0040 0. 0090 0 .0090 +0.0090
Step time 10.00 Minutes
Total in original hyetograph 0.17 Inches
Adjusting hyetog raph from 10.00 minutes to 6 0. 00 min utes
Total volume rain i n production hyetograph 6.15 Inches
Maximum intensity 1.01 Inches/ Hr
15: RET
---- END OF SOH-FILE ------
7: NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY
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
0/d 0 .9000
Maximum diameter 132 .00 Inches
9: SCS 0.385, 0. 39, 98, B0, 20, 0.01, 220
Computed concentration time 1 .83 Minutes
Total Ti me of Concentration 1 .63 Minutes
Total rainfall falling on impervious 3352.02 CuFt
Impervious runoff 3225.67 Cu Ft
C:\HYDRA\CMD\ NYDRA Version 5.85
j.w.morrissette & associates Page 3
C:\HYDRA\CMD\TCCOBIN.CMD 11:97 9-Dec-105
TCCO - STORMWATER DESIGN
Portion off impervious 96. 29 8
Peak CFS rainfall falling on impervious 0. 15 Cu Ft/Sec
Peak CFS runoff from impervious 0. 15 Cu Ft/Sec
Equivalant "C" of£ impervious 0. 96
Total rainfall falling on pervious 5242. 91 CuFt
Pervious runoff 3393. 67 CuFt
Portion off pervious 63. 78 8
Peak CFS rainfall falling on pervious 0. 29 Cu Ft/Sec
Peak CFS runoff from pervious 0. 15 Cu Ft/Sec
Equivalant "C" off pervious 0. 62
Total rainfall falling on segment 8594. 93 CuFt
Total segment runoff 6569. 54 CuFt
Portion off segment 76. 94 8
Peak CFS rainfall falling on segment 0. 39 Cu Ft/Sec
Peak CFS runoff from segment 0. 30 Cu Ft/Sec
Equivalant "C" of£ segment 0. 75
10: DPI 62 349.15 399.3 342.05 390.5 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. 012 00
Min5lope 0. 00500
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0. 00 Cu Ft/Sec
Storm flow (no SF) 0. 296 Cuft/Sec
Design £low including SF 0. 296 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
Depth of fluid in pipe 2. 20 Inches
d/0 0. 220
Partial flow velocity 3. 965 Feet/Sec
11: AED (0/0.17, 577/0.17)
12: RES 395, 340, 395, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 345. 00 Feet
Outlet elevation 340. 00 Feet
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\TCCOBIN.CMD
TCCD - STORMWATER DESIGN
Link number
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow
Storm flow (no SF)
Design flow including SF
Combined SF
HYDRA Version 5.65
Page 4
11:97 9-Dec-105
0.00 Cu Ft/Sec
0.29b Cuft/Sec
0.296 Cuft/Sec
1.000
13: END
C:\HYDRA\CMD\
j.w.morrissette & associates
Q \HYDRA\CMD\TCCOBIN.CMD
TCCO - STORMWATER DESIGN
S O M M A A 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 o£ diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
Length of channel
Length of gutter
Length of transport units
Length of pressure pipe
HYDRA Version 5.85
Page 5
11:97 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
Closing DBF and NDX Files
BASIN 2
HYDRA 100 YEAR STORM
INPUT COMMAND FILE
JOB TCCU - STORMWATER DESIGN
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
REM BASIN k2 TO INFILTRATION POND
TOT 6.15
FIL C:\HYDRA\HYE\100ZONEI.INC
NEW BUILDING ADDITION STORMWATER TO INFILTRATION POND
DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
SCS 1.73, 0.57, 98, 80, 20, 0.01, 220
DPI 62 349.15 394.3 392.05 340.5 10
RED (0/0.98, 7126/0.98)
RES 395, 390, 395, OVER
END
BASIN 2
HYDRA 100 YEAR REPORT FILE
C:\HYDRA\GMD\ HYDRA Version 5.85
j .w.morri ssette & associates Page 1
C:\HYDRA\CMD\TCCDB2N.CMD 5:99 13-Jul-107
CFS
TCCU - HTORMWATER DESIGN
*** HDILDING ADDITION STORMWATER TO
Invert Depth
Link Long Diam Slope Up/Dn Up/Dn
1 62 10 0.0250 392.05 2.10
390.50 3.80
________________________
Lateral length= 62
________________________
Lateral length= 0
*** HDILDING ADDITION STORMWATER TO
Cost Invert --------------
Link Exfil Up/Dn /Ovr
3 0 395.00 Incoming
0 390.00 Discharge
395.00 Overflow
Etoretl
Lateral length= 62
Pipe Design
Min San Sto Vel Design Estimated
Cover Inf Mis d/D CFS Cost
1.20 0.0 3.3 6.98 3.31 0
0.0 0.0 0.81
Upstream length= 62
__-__P____--____g -
0 stream len th= 0
Reservoir
9a ximum Flow Values ----------------
San Inf Sto Mis Design
0.00 0.00 3.31 0.00 3.31
0.00 0.00 0.98 0.00 0.98
0.00 0.00 0.00 0.00 0.00
0 0 5828 0 5828
^p st ream length= 62
BASIN 2
HYDRA 100 YEAR OUTPUT DATA FILE
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morri ssette d associates Paqe 1
C:\HYDRA\CMD\TCCOB2N.CM0 5:94 13-Jul-107
NONE
Status of DEFAULTS at start of run.
I Command file C:\HYDRA\CMD\TCCOB2N.CMD
I Input units are read as USA
Warnings are turned OFF
I Output sent to display Brief
I Output sent to printer Off
Output sent to file Detailed
Paper width in inches 8.000
String to reset printer NOT SET
String to set printer to compressed NOT SET
I String to set printer to B lines/inch NOT SET
I Name of printer NOT SET
Print heading at top of page ON
I Number of steps in hydrograph 255
Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
Maximum plot value Selected by HYDRA
I Type of hydrographic plot Compact
Sanitary flow by Diurnal Curve
I Delay to start of actual storm 0.00
I Rational Method computations OFF
I SCS computations Santa Ba rbara
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 manhole 0.000
I Manning's n Variable
I Routing technique Quick
I Calculate sanitary flows ON
I Calculate infiltration Flows ON
Calculate mist flows ON
Listing of acceptable diameters (Changed by the PCO command):
I 9 6 B 10 12 15 18 21 29 27 30
I 33 36 39 92 95 98 59 60 66 72 78
I B4 90 96 102 108 119 120 132
1: JOB TCCD - STORMWATEA DESIGN
2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
3:
9: REM BASIN #2 TO INFILTRATION POND
5: TOT 6.15
Total rainfall 6.15 Inches
C: \HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\TCCOB2N.CMD 5:94 13-Jul-107
TCCO - STORMWATER DESIGN
6: FIL C:\HYDRA\HYE\100ZONEI.INC
------START OF SDH-FILE------
1: HYE 15 0.091 0.091 0.091 0.091 0.091 0.091 0.106 0.123 0.12
3 0.123+
2: 0.159 0.159 0.159 0.159 0.176 0.202 0.212 0.212 0.236 0
.236+
3: 0.298 0.279 0.308 0.308 0.323 0.323 0.412 0.912 0.373 0
.373+
4: 0.971 2.514 0.553 0.367 0.508 0.391 0.389 0.539 0.579 0
.333+
5: 0.999 0.966 0.292 0.292 0.272 0.272 0.272 0.272 0.272 0
.272+
6: 0.239 0.239 0.215 0.237 0.291 0.259 0.259 0.259 0.237 0
.237+
7: 0.227 0.227 0.208 0.189 0.189 0.189 0.169 0.164 0.151 0
.151+
8: 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0
.151+
9: 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0
.136+
10: 0.136 0.136 0.121 0.121 0.121 0.121
Step time 15.00 Minutes
Total in original hyet ograph 6.15 Inches
Total volume rain in production hyet ograph 6.15 Inches
Maximum intensity 2.51 Inches/Hr
11: AET
------ END OP SOB-FILE ------
7: NEW BOILDING ADDITION STORMWATER TO INFILTRATION POND
8: 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 vel.o city 2.00 Feet/Sec
Minimum slope 0.00500
D/d 0.9000
Maximum diameter 132.00 Inches
9: SCS 1.73, 0.57, 98, 60, 20, 0.01, 220
Computed concentration time 1.83 Minutes
Total Time of Concentration 1.83 Minutes
Total rainfall falling on impervious 22019.19 CuFt
Impervious runoff 21197.79 Cu Ft
Portion off impervious 96.06 0
Peak CFS rainfall falling on impervious 2.50 Cu Ft/Sec
Peak CFS runoff from impervious 2.25 CuFt/Sec
Equivalant "C" off impervious 0.90
Total rainfall falling on pervious 16607.20 CuFt
Pervious runoff 10567.79 CuFt
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette 6 associates Page 3
C: \HYDRA\CMD\TCCDH2N.CMD 5:99 13-Jul-107
TCCO - STORMWATER DESIGN
Portion off pervious 63. 63 T
' Peak CFS rainfall falling on pervious 1. 89 Cu Ft/Sec
Peak CFS runoff from pervious 1. 06 Cu Ft/Sec
Equivalant "C" off pervious 0. 56
Total rainfall falling on segment 38621. 38 Cu Ft
Total segment runoff 31715. 57 CuFt
Portion off segment 82. 12 &
Peak CFS rainfall falling on segment 9. 39 CuFt/Sec
Peak CFS runoff from segment 3. 31 Cu Ft/Sec
Equivalant "C" off segment 0. 76
10: DPI 62 399.15 399.3 392.05 390.5 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. 01200
MinSlope 0. 00500
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0. 00 Cu Ft/Sec
Storm flow (no SF) 3. 319 Cuft/Sec
Design flow including SF 3. 314 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
Depth of fluid in pipe 8. 10 Inches
d/D 0. 810
Partial flow velocity 6. 978 Feet/Sec
11: RED (0/0.98, 7126/0.98)
12: RES 395, 390, 395, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity o£ reservoir INFINITE
Inlet elevation 345. 00 Feet
Outlet elevation 390. 00 Feet
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) 3. 314 Cuft/Sec
Design flow including SF 3. 314 Cuft/Sec
Combined SF 1. 000
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette ~ associates Page 9
C:\HYDRA\CMD\TCCUB2N.CM0
5:99 13-JU1-107
TCCU - STORMWATER DESIGN
13: END
C:\HYDRA\CMD\
j.w.morrissette 6 associates
C:\HYDRA\CMD\TCCUH2N.CMD
TCCO - STORMWATER DESIGN
S D 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 o£ channel
Length of gutter
Length of transport units
Length o£ pressure pipe
HYDRA Version 5.65
Page 5
5:99 13-Jul-107
1
3
90
0
0.00 Acres
1.73 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
BASIN 1
HYDRA 6 MONTH STORM
INPUT COMMAND FILE
JOB TCCO - STORMWATER DESIGN
REM --- 6 MONTHSTORM EVENT FOR TREATMENT SIZING
REM BASIN #1 TO WETPOND
TOT 1.79
FTL C: AHYDRA\HYEV6MTC.I NC
NEW NE ACCESS STORMWATER TO WETPOND
DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
DPI 62 394.15 399.3 392.05 340.5 10
RED (0/0, 7126/0.98)
AES 395, 390, 345, OVER
END
BASIN 1
HYDRA 6 MONTH REPORT FILE
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
Q \HYDRA\CMD\TCCUBIN6.CMD 6:92 13-Sul-107
CFS
TCCU - STORMWATER DESIGN
*** NE ACCESS STORMWATER TO WETPOND Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Di am Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost
1 62 10 0.0250 392.05 2.10 1.20 0.0 0.1 2.56 0.10 0
390.50 3.80 0.0 0.0 0.13
Lateral ].e ngth= 62 Upstream length= 62
Lateral length= 0 Upstream length= 0
*** NE ACCESS STORMWATER TO WET POND A eservoir
Cost Invert ---------- ---- Maximum Flow Values ----- ------- -----
Link Exfil Dp/Dn/Ovr San In£ S to Mis Design
3 0 395.00 Incoming 0.00 0.00 0 .10 0.00 0.10
0 340.00 Discharge 0.00 0.00 0 .02 0.00 0.02
395.00 Overflow 0.00 0.00 0 .00 0.00 0.00
Stored 0 0 310 0 310
Lateral length= 62 Dpstream length= 62
BASIN 1
HYDRA 6 MONTH OUTPUT DATA FILE
C:\HYDRA\CMD\
j.w.morrissette & associates
C:\HYDRA\CMD\TCCUBIN6.CMD
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\TCCOBIN 6. CMD
I Input units are read as USA
Warnings are turned OFF
I Output sent to display Hrief
I Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I String to reset printer NOT SDT
String to set printer to compressed NOT SET
String to set printer to 8 lines/inch NOT SET
I Name of printer NOT SET
Print heading at top of page ON
Number of steps in hydrograph 255
I Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
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
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
Number of allowable diam drops 999
Mimimum drop thru manhole 0.000
I Manninq's n Variable
Routing technique Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate mist flows ON
6:41 13-Jul-107
Listing of acceptable diameters (Changed by the PCO command)
I 9 6 8 10 72 15 16 21 29 27 30
I 33 36 39 42 95 96 59 60 66 72 78
89 90 96 102 108 119 120 132
1: JOB TCCO - STORMWATER DESIGN
2: REM --- 6 MONTHSTORM EVENT FOA TREATMENT SIZING
3:
9: REM BASIN #1 TO WETPOND
5: TOT 1.79
HYDRA Version 5.85
Page 1
Total rainfall 1.79 Inches
C: \HYDRA\CMD\ HYDRA Version 5 .85
j. w.morriss ette & associates Page 2
Cx \HYDRA\CMD\TCCOBIN6.CMD 6:91 13-Sul -107
TCCD - STORMWATER DESIGN
6: FIL C:\HYDRA\HYE\6MTC .INC
----- -START OF SOH-FILE---- --
1: HYE 15 0.010 0.010 0.010 0.010 0.010 0. 070 0. 010 0.010
0.020 +
2: 0.020 0.020 0.030 0.090 0.090 0. 090 0. 050 0.050
0.050 +
3; 0.060 0.060 0.060 0.060 0.060 0. 080 0. 080 0.080
0.150 +
9: O.OBO 0.200 0.290 0.760 0.060 0. 180 0. 180 0.130
0.130 +
5: 0.190 0.150 0.110 0.090 0.150 0. 110 0. 120 0.090
0.090 +
6: 0.090 0.090 0.080 0.080 0.080 0 .080 0. 100 0.100
0.100 +
7: 0.100 0.100 0.090 0.080 0.080 0 .080 0. 060 0.060
0.060 +
g; 0.060 0.060 0.060 0.060 0.050 0 .050 0. 040 0.090
0.090 +
9: 0.090 0.090 0.040 0.090 0.090 O .OAO 0. 040 0.090
0.090 +
10: 0.090 0.040 0.040 0.090 0.040 0 .090 0. 090 0.090
0.090 +
11: 0.040 0.040 0.090 0.090 0.090 0 .090 RET
Step time 15. 00 Minutes
Total in original hyetograph 1. 79 Inches
Total volume rain in production hyet ograph 1. 79 Inches
Maximum intensity 0. 76 Inches/Hr
----- - END OF SUB-F ILE ---- --
7: NEW NE ACCESS STORMWA TER TO WETPOND
8: 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. 90 00
Maximum diameter 132. 00 Inches
9: SCS 0.385, 0. 39, 98, B0, 20, 0.01, 220
Compu ted concentration time 1. 83 Minutes
Total Time of Concentration 1. 83 Minutes
Total rainfall falling on impervious 975. 63 Cu Ft
Impervious runoff 853. 11 Cu Ft
Portion off impervious 87. 99 8
Peak CFS rainfall falling on impervious 0 .11 CuFt/Sec
P eak CFS runoff from impervious 0. 09 12 CuFt/Sec
Equival ant "C" off impervious 0 .79
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette b associates Page 3
C:\HYDRA\CMD\TCCOHIN6.CMD 6:91 13-Jul-107
TCCD - STORMWATER DESIGN
Total rainfall falling on pervious 1525. 98 Cu et
Pervious runoff 373. 73 CuFt
Portion off pervious 29. 99 8
Peak CFS rai afall falling on pervious 0. 18 CuFt/Sec
Peak CFS runoff from pervious 0. 00997 Cu Ft/Sec
Equivalant "C" o££ pervious 0. 0555
Total rainfall falling on segment 2501. 61 CuFt
Total segment runoff 1226. 89 CuFt
Portion off segment 99. 09 8
Peak CFS rainfall falling on segment 0. 29 Cu Ft/Sec
Peak CFS runoff from segment 0. 0950 Cu Ft/Sec
Equivalant "C" off segment 0. 32
10: DPI 62 399.15 394.3 392.05 340.5 10
Lenqth 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 cast 0. 00 Dollars
ManningsN 0. 01200
MinSlope 0. 00500
Link number 1
@Addinq Sto into Event
@Addinq Diurnal into Design
@Addinq Event into Design
Average Design Flow 0 .00 Cu Ft/Sec
Storm flow (no SF) 0 .0950 Cu£t/Sec
Design £low including SF 0. 0950 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 .0250
Depth of fluid in pipe 1 .30 Inches
d/D 0 .130
Partial flow velocity 2 .562 Feet/Sec
11: RED (0/0, 7126/0.98)
12: RES 395, 390, 3A5, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 395 .00 Feet
Outlet elevation 340 .00 Feet
Link number 2
@Addinq Sto into Event
@Addinq Diurnal into Design
@Addinq Event into Design
Average Design Elow 0 .00 Cu Ft/Sec
C:\HYDRA\CMD\
j .w.morrissette & associates
C:\HYDRA\CMD\TCCUBIN E.CMD
TCCU - STORMWATER DESIGN
Storm flow (no BF)
Design £low including SF
Combined SF
HYDRA Version 5.85
Page 9
6:91 13-Jul-10'!
0.0950 Cu£t/Sec
0.0950 Cuft/Sec
1.000
13: END
C:\HYDRA\CMO\
j.w.morxissette & associates
C:\HYDRA\CMD\TCCOBIN6.CMD
TCCO - 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 o£ reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
Length of channel
Length of gutter
Length of transport units
Length of pressure pipe
HYDRA Version 5.85
Page 5
6:41 13-Jul-107
2
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
Closing DBF and NDX Files
BASIN 2
HYDRA 6 MONTH STORM
INPUT COMMAND FILE
JOE TCCO - STORMWATER DESIGN
REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING
REM BASIN #2 TO WETPOND POND
TOT 1.79
FIL C:\HYDRA\HYE\6MTC.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, 60, 20, 0.01, 220
DPI 62 399.15 394.3 392.05 390.5 10
RED (0/0, 7126/0.98)
AES 395, 390, 395, OVER
END
BASIN 2
HYDRA 6 MONTH REPORT FILE
C:\HYDRA\CMD\ HYDRA Version 5.85
Page
j .w.morrissette & associates
C:\RYDRA\CMD\T000B2N6.CMD 6:91 13-Jul-107
CFS
TCCU - STORMWATER DESIGN
*** BUILDING ADDITION STORMWATER TO
Invert Depth
Link Long Di am Slope Up/Dn Up/Dn
1 62 10 0.0250 342.05 2.10
390.50 3.60
__________________ _____
Lateral length= 62
______________ _________
Lateral length= 0
*** BUILDING ADDITION STORMWATER TO
Cost Invert --------------
Link Exfil Dp/Dn/OVr
3 0 395.00 Incoming
0 390.00 Discharge
395.00 Overflow
Stored
Lateral length= 62
Pipe Design
Min San Sto Vel Design Estimated
Cover Inf Mis d/D CFS Cost
1.20 0.0 0.7 9.29 0.67 0
0.0 0.0 0.32
_________________
Opst ream length= 62
_____________ ______________
Upstream length= 0
Reservoir
Naximum Flow Values ----------------
San Inf Sto Mis Design
0.00 0.00 0.67 0.00 0.67
0.00 0.00 0.13 0.00 0.13
0.00 0.00 0.00 0.00 0.00
0 0 1878 0 1878
Upstream length= 62
BASIN 2
HYDRA 6 MONTH OUTPUT DATA FILE
Q \HYDRA\CMD\
j.w.morrissette b associates
C:\HYDRA\CMD\TCCOB2N6.CMD
HYDRA Version 5.65
Page 1
6:91 13-Jul-107
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\TCCOB2N6
I Input units are read as
I Warnings are turned
Output sent to display
I Output sent to printer
I Output sent to file
Paper width in inches
String to reset printer
I String to set printer to compressed
I String to set printer to tl lines/inc
Name of printer
I PrinC heading at top o£ page
Number of steps in hydrograph
I Step length in minutes
Significant flow in hydrograph
I Infiltration Diurnalization Factor
I Maximum plot value
Type of hydrographic plot
Sanitary flow by
I Delay to start of actual storm
Rational Method computations
SCS computations
Continuous simulation computations
I Maximum d/D for pipe design/analysis
Match point position on pipe
I Number of allowable diam drops
Mimimum drop thru manhole
I Manning's n
I Routing technique
I Calculate sanitary flows
I Calculate infiltration flows
I Calculate mise flows
CMD
USA
OFF
. Brief
Of£
Detailed
H.000
NOT SET
NOT SET
NOT SET
NOT SET
ON
255
15
0.010
0.980
Selected by HYDRA
Compact
Diurnal Curve
0.00
OFF
Santa Barbara
ON
0.900
0.00 or Invert
999
0.000
Variable
Quick
ON
ON
ON
Listing of acceptable diameters (Changed by the PCO command)
I 4 6 8 10 12 15 18 21 29 27 30
I 33 36 39 42 95 98 54 60 66 72 76
I 69 90 96 102 106 119 120 132
1: JOB TCCD - STORMWATER DESIGN
2: REM --- 6 MONTE STORM EVENT FOR TREATMENT SIZING
3: REM BASIN #2 TO WET POND POND
9: TOT 1.79
Total rainfall 1.79 Inches
5: FIL C:\HYDRA\HYE\6MTC.INC
------START OF SOB-FILE------
C:\HYDRA\CMD\
j.w.morrissette d associates
C:\HYDRA\CMD\TCCU B2N6.CMD
TCCO - STORMWATER DESIGN
HYDRA Version 5.65
Page 2
6:91 73-Jul-107
1: HYE 15 0.010 0.010 0.010 0.010 0.010 0. 010 0. 010 0.010
0.020 +
2: 0.020 0.020 0.030 0.090 0.090 0. 090 0. 050 0.050
0.050 +
3: 0.060 0.060 0.060 0.060 0.060 0. 080 0. 080 0.080
o.lsa +
9: 0.080 0.200 0.290 0.760 0.060 0. 160 0. 180 0.130
0.130 +
5: 0.190 0.150 0.110 0.090 0.150 0. 110 0. 120 0.090
0.090 +
6: 0.090 0.090 0.080 0.080 0.080 0. 080 0. 100 0.100
0.100 +
7: 0.100 0.100 0.090 0.080 0.080 0 .080 0. 060 0.060
0.060 +
8: 0.060 0.060 0.060 0.060 0.050 0. 050 0. 090 0.090
0.090 +
9: 0.090 0.090 0.040 0.090 0.090 0 .090 0. 090 0.090
0.090 +
10: 0.090 0.090 0.040 0.090 0.090 0 .090 0. 090 0.090
0.090 +
11: 0.040 0.040 0.090 0.090 0.090 0 .090 RET
Step time 15. 00 Minutes
Total in original hyetograph 1. 79 Inches
Total volume rain in production hyetograph 1. 79 Inches
Maximum intensity 0. 76 Inches/Hx
----- - END OF SDE-F ILE ---- --
6: NEW BDILDING ADDITION STORMWATER TO WETPOND
7: DPD 0.012, 6, 1. 0, 0. 5, 2, 0.005, 0.9
Maanings 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
8: SCS 1.60, 0.6 0, 98, 8 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 6136 .28 Cu Ft
Portion off impervious 87 .99 $
Peak CFS rainfall falling on impervious 0 .63 Cu et/Sec
Peak CFS runoff from impervious 0 .66 CuFt/Sec
Equival ant "C" off impervious 0 .79
Tota l rainfa ll falling on pervious 9678 .39 Cu Ft
C:\RYDAA\CMD\
j .w.morrissette 6 associates
C:\HYDRA\CMD\TCCDB2N6.CMD
TCCU - STORMWATER DESIGN
Pervious runoff
Portion off pervious
Peak CFS rainfall falling on pervious
Peak CFS runoff from pervious
Equivalant "C" off pervious
Total rainfall falling on segment
Total segment runoff
Portion off segment
Peak CFS rainfall falling on segment
Peak CFS runoff from segment
Equivalant "C" off segment
9: DPI 62 399.15 399.3 392.05 340.5 10
@Addinq Sto into Event
@Addinq Diurnal into Design
@Addinq Event into Design
Length
Ground elevation up
Ground elevation down
Invert elevation up
Invert elevation down
Minimum diameter
Lump svm cost
ManningsN
MinSlope
Link number
Average Design Flow
Storm flow (no SF) .
Design flow including SF
Combined SF
Design diameter
Invert elev up
Invert elev down
Slope
Depth o£ fluid in pipe
d/D
Partial flow velocity
10: RED (0/0, 7126/0.98)
11: RES 345, 390, 395, OVER
HYDRA Version 5.85
Page 3
6:91 13-Jul-107
1195.77 Cu Ft
29.99 8
0.55 Cu Ft/Sec
0.0306 CuFt/Sec
0.0555
11695.86 Cu Ft
7282.05 Cuet
62.26 ~
1.38 CuFt/Sec
0.67 Cu Ft/Sec
0.96
62.00 Feet
399.15 Feet
399.30 Feet
392.05 Feet
390.50 Feet
10.00 Inches
0.00 Dollars
0.01200
0.00500
1
0.00 CuFt/Sec
0.668 Cuft/Sec
0.668 Cuft/Sec
1.000
10.00 Inches
392.05 Feet
390.50 Feet
0.0250
3.20 Inches
0.320
9.293 Feet/Sec
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 395. 00 Feet
Outlet elevation 340. 00 Feet
Link number 2
@Addinq Sto into Event
@Addinq Diurnal into Design
@Addinq Event into Design
Average Design Flow 0. 00 CuFt/Sec
Storm flow (no SF) 0. 668 Cu£t/Sec
Design flow including 5F 0. 668 Cuft/Sec
C:\HYDRA\CMD\ HYDRA Version 5.85
~.W.mOY r1 S5ELYE & dS50C1dY2S Page 9
C:\HYDRA\CMD\TCCOII2N6.CMD
6:91 13-Jul-10"7
TCCO - STORMWATER DESIGN
Combined SF 1.000
12: END
Q \HYDRA\CMD\
j .w.morrissette & associates
C:\HYDRA\CMD\TCCDB2N6.CMD
TCCD - STOAMWATER DESIGN
S U M M A R Y O F A N A L Y S I S------
Run number on command file
Number o£ links
Number of hydrographs
Total sanitary population
Total sanitary area
Total storm area
Number of pumps
Number of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
Length of channel
Length of gutter
Length of transport units
Length of pressure pipe
HYDRA Version 5.85
Paqe 5
6:91 13-Jul-107
1
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
APPENDIX C
Commercial Stormwater Facilities
Maintenance Agreement
COMMERCIAL/INDUSTRIAL
AGREEMENT TO MAINTAIN
STORMWATER FACILITIES AND TO IMPLEMENT A
POLLUTION SOURCE CONTROL PLAN
BY AND BETWEEN
TWIN COUNTY CREDIT UNION
TTS HEIRS, SUCCESSORS, OR ASSIGNS
(I~REINAFTER "OWNER")
AND CTTY OF YELM
(HEREINAFTER "NRISDICTION'~
The upkeep and maintenance of stormwater facilities and the implementation of pollution
source control best management practices (BMP) is essential to the protection of water
resources. All property owners are expected to conduct business in a manner that
promotes environmental protection. This Agreement contains specific provisions with
respect to maintenance of stortnwater facilities and use of pollution source control BMP.
LEGAL DESCRIPTION:
Parcel number 21724120300, in the City of Yelm
Whereas, OWNER has constructed improvements, including but not limited to, buildings,
pavement, utilities and stormwater facilities on the property described above. In order to
further the goals of the JURISDICTION and to ensure the protection and enhancement of
water resources, the 7tJRISDICTION and OWNER hereby enter into this Agreement.
The responsibilities of each party to this Agreement aze identified below.
OWNER SHALL:
(I) Implement the stormwater facility maintenance program included herein as
Attachment "A".
(2) Implement the pollution source control program included herein as Attachment
..B..
(3) Maintain a record (in the forth of a logbook) of steps taken to implement the
programs referenced in (1) and (2) above. The logbook shall be available for
inspecfion by Jurisdiction staff at 1105 Yelm Avenue W. during normal business
hours. The logbook will catalog the action taken, the name of the person who
performed the acton, when it was done, how it was done, and any problems
encountered or follow-on actions recommended. Maintenance items ("problems")
listed in Attachment "A" shall be inspected on a monthly or more frequent basis
as necessary. OWNER is encouraged to photocopy the individual checklists in
Attachment "A" and use them to complete its inspections. These completed
checklists would then, hi combination, comprise the monthly logbook.
(4) Submit an annual report to the JURISDICTION regazding implementation of the
programs referenced in (1) and (2) above. The report must be submitted on or
before May I S of each calendaz yeaz and shall contain, at a minimum, the
following:
(a) Name, address and telephone number of the businesses, the persons, or the
firms responsible for plan implementation, and the person completing the
report.
(b) Time period covered by the report.
(c) A chronological summary of activities conducted to implement the
progams referenced in (1) and (2) above. A photocopy of the applicable
sections of the logbook, with any additional explanation needed, shall
normally suffice. Por any activities conducted by paid parties not
affiliated with O WNER, include a copy of the invoice for services.
(d) An outline of planned activities for the next yeaz.
THE ,i[JRISDICTION SHALL:
(1) Provide technical assistance to OWNER in support of its operation and
maintenance activities conducted pursuant to its maintenance and source control
programs. Said assistance shall be provided upon request, and as Jurisdiction
time and resources permit, at no chazge to OWNER.
(2) Review the annual report and conduct a minimum of one (1) site visit per year to
discuss performance and problems with OWNER.
(3) Review this agreement with OWNER and modify it as necessary at least once
every three (3) years.
REMEDIES:
(1) If the JURISDICTION determines that maintenance or repair work is required to
be done to the stornwater facilities existing on OWNER, property, the
JURISDICTION shall give the owner of the property within which the drainage
facility is located, and the person or agent in control of said property, notice of the
specific maintenance and/or repair required. The JURISDICTION shall se[ a
reasonable time in which such work is to be completed by the persons who were
given notice. If the above required maintenance and/or repair is not completed
within the time se[ by the JURISDICTION, written notice will be sent to the
persons who were given notice stating the JURISDICTION'S intention to perform
such maintenance and bill the owner for all incurred expenses. The Jurisdiction
may also revoke stormwater utility mte credits for the quality component or
invoke surcharges to the quantity component of OWNER bill if required
maintenance is not performed.
(2) If at any time the JURISDICTION determines [hat the existing system creates any
imminent threat to public health or welfaze, the JURISDICTION may take
immediate measures to remedy said threat. No notice to the persons listed in
Remedies (1), above, shall be required under such circumstances.
(3) The owner grants unrestricted authority to the JURISDICTION for access to any
and all stormwater system features for the purpose of performing maintenance or
repair as may become necessary under Remedies Land/or 2.
(4) The persons listed in (1), above, shall assume all responsibility for the cost of any
maintenance and for repairs to the stormwater facility. Such responsibility shall
include reimbursement to the JURISDICTION within 30 days of the reoeipt of the
invoice for any such work performed. Overdue payments will require payment of
interest at the current legal rate for liquidated judgments. If legal action ensues,
any cost or fees incurred by the JURISDICTION will be borne by the parties
responsible for said reimbursements.
(5) The owner hereby gants to the JURISDICTION a lien against the above-
described property in an amount equal to the cost incurred by the JURISDICTION
to perform the maintenance or repair work described herein.
This Agreement is intended to protect the value and desirability of the real property described
above and to benefit all the citizens of the Jurisdiction I[ shall run with the land and be binding
on all parties having or acquiring from OWNER or [heir successors any rights, title, or interest in
the properly or any part thereof, as well as their title, or interest in the property or any part
thereof, as well as their heirs, successors, and assigns. They shall inure to the benefit of each
present or future successor in interest of said properly or any part [hereof, or interest therein, and
[o the benefit of all citizens of [he JURISDICTION.
Owner
STATE OF WASHINGTON )
SS
COUNTY OF THURSTON )
On this day and year personally appeared before me, and
known to be the individual(s) described, and who executed
the foregoing instrument and acknowledge the said instrument [o be the free and voluntary ac[
and deed far the uses and purposes therein mentioned.
Given under my hand and official seal [his _ day of 200_.
Notary Public in and for [he Slate of
Washington, residing in
Dated a[ Washington, this day of , 200_
STATE OF WASHINGTON )
)SS
COUNTY OF THURSTON )
On [his day and year personally appeared before me,
who executed the foregoing insWment and acknowledge the
said instrument [o be the free and voluntary act and deed of said Municipal Corporation for the
uses and purposes [herein mentioned and on oath states he is authorized to execute the said
instrument.
Given under my hand and official seal this day of 200_
Notary Public w and for [he State of
Washington, residing in
APPROVED AS TO
INSTRUCTIONS FOR PERSON MAINTAINING
STORMWATER SYSTEM
The following pages describe the maintenance needs of the stormwater conveyance,
storage, and disposal components of the system designed for this site. This maintenance
effort shall be the responsibility of the TWNIN COUNTY CREDIT UNION or their
assigned representative. In general, system components should be inspected in
accordance with the Maintenance Checklists included as Attachment "A" at the rear of
this document. Use the suggested frequency indicated on [he left side of the Checklist
Fortes:
(1) Monthly (M) from November through April.
(2) Annually (A), once in late summer (preferably September).
(3) After major storm events (S) > one (1) inch in 24 hours.
Inspections findings should be recorded on photocopies of the Maintenance Checklist
forms. Check of the problems you looked for each time an inspection was performed.
Maintenance should be undertaken to correct deficiencies found and comments on
problems found and actions taken entered on the forms.
Completed Checklist Forms should be filed and incorporated in the annual report to be
issued in May of each yeaz.
If you have specific questions or require technical assistance, contact the Thurston County
Stormwater Division. Please do not hesitate to call, especially if you aze unsure whether
a si[uafion you have discovered may be a problem.
ATTACIIMENT "A": MAINTENANCE PROGRAM
COVER SHEET
Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector:
Inspector's Signature:
ATTACHMENT °B°: POLLUTION SOURCE CONTROL PROGRAM
EROSION AND SEDIMENT CONTROL BMP's
WHAT ARE POLLUTION SOURCE CONTROLS, AND WHY ARE THEY
NEEDED?
Pollution source controls are actions taken by a person or business to reduce the amount
of pollution reaching surface and ground waters. Controls, also called "best management
pracfices" (BMPs), include:
5. Altering the activity (e.g., substitute non-toxic products, recycle used oil, route floor
drains to sanitary sewer from storm sewer)
6. Enclosing or covering the activity (e.g., building a roof)
7. Segregating the activity (e.g., diverting runoff away from an area that is
contaminated)
8. Routing runoff from the activity to a treatment alternative (e.g., to a wastewater
treatment facility, sanitary sewer, or stoanvvater treatment azea)
Pollution source controls are needed because of the contamination found in runoff from
residential areas and the effect of [his contamination on aquatic life and human health.
Research on urban runoff in the Puget Sound area and elsewhere has found oil and grease,
nutrients, organic substances, toxic metals, bacteria, viruses, and sediments at
unacceptable levels. Effects of contaminated runoff include closure of shellfish
harvesting areas and swimming areas, mortality of young fish and other aquatic
organisms, tumors on fish, and impairment of fish reproduction.
MATERIALS USED AND WASTES GENERATED
Of particular concern are drives and parking areas. Because of heavy vehicle usage, the
concentmtion of oil and grease in stormwater may exceed the Ecology guidelines of ] 0
mg/1. Although there aze no local data to confirm this view, limited research in the San
Francisco Bay area found the mean concentration of oil and grease in stormwater to
exceed 10 mg/1.
REQUIRED ACTIONS
The following actions shall be taken to ensure that pollution generated on site shall be
minimized:
I. Warning signs (e.g., "Dump No Waste--Drains to Stream") shall be painted or
embossed on or adjacent to all storm drain inlets. They shall be repainted as
needed. Materials needed to undertake this task can be purchased or may be
available from the Public Involvement Coordinator for the Department of Public
Works.
2. Sediment removed from basins, ponds, and swales shall be disposed of th a proper
moaner. Contact the local governingjurisdiction for inspection prior to
completing this task.
3. No activities shall be conducted on site that aze likely to result in short-term,
highly concentrated discharge of pollution to the stormwater system. Such
activities may include, but are not limited to, heavy vehicle maintenance, and
cleaning of equipment used in the periodic maintenance of buildings and paved
surfaces.
4. Use of pesticides and fertilizers shall be miwmized.
5. Do not dump paint, solvents, oils, or other such substances, including landscape
waste, into storm drains or ponds.
Ponds
There are essentially three kinds of ponds: treatment ponds, infiltration ponds, and
detention ponds. Although each pond has unique maintenance requirements, there are
also many things they have in common. Your facility is an infiltration pond:
Part of When to What to Check For What to Do
Pond to Check it
Check
Entire Pontl Quarterly Dumping of yaro wastes such as grass Remove trash antl tlebds and tlispose of
Gippings antl branches into basin. Presence of properly.
lass, lastic, metal, foam, antl coatetl a er.
Entire Pond Quarterly Any vegetation that may constitute a hazard to Remove invasive or noxious vegetation. Do
the public, such as tansy ragwort, poison oak, not sprey chemipls on vegetation without
stinging nettles, tlevllsGUb. obtaining guitlance from WSU Cooperative
Extension antl approval from the City or
Coun .
Entire Pontl Quarterly Presence of chemicals such as nature) gas, oil, First, try antl IoW[e the source of the pollution.
and gasoline, obnoxious color, odor, or slutlge. Than W II the Motlerete Risk Wasfe program at
Thurston County Environmental Health to
re ort the hazartl.
Entire Pontl Quarterly Sparse, weetly, or overgrown grass in grassy For grassy pontls, seleGivety 0alch, aerate,
(tlry/infltration) pontls. Presence of invasive and re-seed ponds. Grass shoultl be kept less
species or sparse growth of plants in wet than 8 inches hgh. For wet ponds, hentl-plant
pontls. nursery-grown wetland plants in bare areas.
ContaG WSU Cooperelive Extension for
guidance on invasive species. Pond bottoms
should have undorm tlense ceverege of tlasiretl
plant species.
Entire Pond Quarterly Any evidence of rotlent holes if your facility is Destroy rotlents antl repair the tlam or berm.
ailing es a dam or berm. Water shoultl not be Cantata the Thurston County Health
able to FlOw throw hrotlent holes. De artment for uitlance.
Entire Pontl Quarterly Insects such as wasps antl hornets intertering Destroy or remove insects. Contact WSU
with maintenance activities, or mosquitoes Cooperative EAension for guidance.
becomin a nuisance.
Entire Pontl Annually Ensure that trees are not interfering with Prune tree limbs [o allow for maintenance.
maintenance (i.e., mowing, silt removal, or Some Trees may be cut for frewoatl.
access.
Inlet Annual)
Y a e sure a e nprap un er a in a pipe is
intaG and [hat no native soil is exposed. Also Re lace nicks or clean out setliment.
P
check for accumulations of setliment more than
'/:the height of the rocks.
Outlet Quarterly The rip reP overtlow should be IntaG and clear ep ace rip rap missing. emove any tras a
debris and dispose of properly.
of tlebris. Water shoultl be able to Flow freely
throw h oveMOw.
Side Slopes Annually Check around inlets antl outlets for signs of Try antl tletegnine whet has caused the
erosion. Check berms for signs of sliding or erosion antl fa i[. Stabilize slopes by
seHiing. Acbon is needetl where erotled reinforcing the slope with rock, planting grass,
damage is over 2 inches deep antl where there or compacting the soil. Contact WSU
is potential for continued erosion. Cooperative Extension for guitlance on slope
reinforcement.
Storege Area Annually Check ro see H setliment is builtling up on the Clean out the setliment and re-seetl the pontl rf
pontl bottom. A bunatl or partially buried outlet tleemed necessary to improve infiltregon and
stmcture or very slow infilbation rate probably control erosion.
intliwtes si nificant setliment de osits.
Dikes Annually Any part of the dike that has settletl Builtl the dike back to the original elevation.
si nificentl .
Emergency Annually Check to see that the np rap protective area is Replace rocks so that all native soil is coveretl.
OveMOw/ intaG. If any exposed native soil is present you
S illwa shoultl re air it.
Under Drain/ Quarterly Check to see that the pontl is drainetl tluring Clean drains by pressure jettingthrough
Monitoring periotls of no rain. If pontl retains water, check deanouts provitled at the antl of the antler
Parts montoring ports of antler drain system. If tlrein Ialareis provitled. Call a professional
antler dralns are full, drains re wire cleanin en loser antl Thurston Coun Is rsists.
Catch Basins and Inlets
These structures aze typically located in the streets and public rights-of--way. Local
jurisdictions aze responsible for routine maintenance of the pipes and catch basins in
rights-of--way, while you are responsible for keeping the gates clear of debris in all areas
as well as pipes and catch basins in private areas.
Part of Catch When [o What to Check For What to Do
Basin to Check ii
Check
Catch basin During and aker Trash or debris accumulating in front of the Remove blocking hash or debris
opening major storms catch basin opening and not allowing water to wdh a rake and clean ott the
Flaw in. rate.
Catch basin Quarterly Setliment or tlebris in the basin should be kept Clean out [he catch basin of
under 50 % of the depth from the bottom of the sediment and tlebris.
pipe to the bottom pf the basin. Use a Tong
stick or broom handle to poke into setliment
antl determine de lh.
Inlet antl outlet Ouartedy Trash or debris in the pipes shoultl not be Clean out inlet and outlet pipes
pipes more than 1/5 of tts height. Also, there shoultl of trash or debris.
not be any tree roots or other vegetation
rowin in the i es.
Inlet antl outlet pipe Annually There shoultl be no cracks wider than N, inch Repair cracks or replace the
joints and longer than I foot at the joinrof any inlet joints.
or outlet pipe. Also check for evitlence of
setliment entering the vetch basin through
cracks.
Greta OuaMrty The grate shoultl not have uacks longer than 2 Replace the grate.
inches. There shoultl not be multiple cracks.
Frame Quarterly Ensure that the frame is sitting gush on top of Repair ar replace the frame so it
the concrete structure (slab). A separation of is gush with the slab.
more than'/. inch between the frame and the
stab should be cortedetl.
Catch basin Annually Inspect the walls of the basin for cracks wider Replace or repair the basin.
than % inch antl longer than 3 feet. Also check Contact a professional engineer
for any evitlence of setliment entering the for evaluation.
vetch basin through cracks. Determine
whether or net the structure is sound.
Catch basin Quarterly There shoultl be no chemicals such as nature) Clean out catch basin ContaG
gas, oil, antl gasoline in the catch basin. your local jurisdiction or
Check for obnoxious color, ooor, ar oily slutlge. Thurston County Environmental
Heakh if ycu tlelec[ a wlor,
odor, or oily sludge.
OilMlatar separator Quarterly Water surface in vetch basin has signifcant Remove the catch basin litl antl
(tlownturnetl
'
" slutlge, oil, grease, or swm layer covering all
r most of the water surface skim off pit layer. Pour oil into a
tlisposable container, seal
P
in
elbow or
catch basin) .
o container, wrep aecurety in
newspepeq and place in trash.
Water sudece should be Gear
of oily layer.
Pipe Elbow Quarterly Top or bottom of pipe appears to have broken Remove the catch basin lid and
If
f
tl
off. Check for any apparent tlamage antl amage.
or
examine the pipe
check to see d it's plumb. broken, hire a contractor to
replace pipe in accortlance with
approvetl glens on file with your
Iowljunstliction.
Fencing, Shrubbery Screens, and Gates
Fences and shrubbery screens aren't typically required for stormwater ponds. If the
slopes of the sides are too steep, usually some kind of barricade is constructed.
Part of When to What to Check For What to Do
Fencing, Check if
Shrubbery,
or Gate to
Check
Fence or Ouartedy InspeG [he fence or screen to ensure that i[
k
i
M Mend the fence, repair
or replace the
erosion
shrubbery e sure
ty.
a
blocks easy entry to [he facil
erosion hasn't createtl an opening under fence. ,
shmbs to form a solitl
screen bartier.
Shrubbery Guarterly Shrubbery shoultl not De growing out of conVOl nhrubbery to
T
w eaC
d
screen or intesletl with weeds i
rovi
a a
aesthelirsP DO not use
chemicals to control weetls.
Wire Fences Annualty t antl
e
n
es ou
t
ine
E ts antl reik if
nereeisery po
men
t
of
alerm
iif l
l9 s
Wire Fences Annually Missing or loose tension wire. wierelso[horltls fabncg~on
ep ace or repair ar e
Wire Fences Annually Missing or loose barbetl wire. wire so that it tloesn't sag
between posts.
Wire Fences Annually Check for rust or scaling. faint or cea[rusting or
scaling parts w@h a
protective waling.
Wire Fences Guartady Ensure that there are no hales in the fabric or
i Repair holes so that [here
ere no openings in the fabric
fenc
ng. or fencng.
Gate Quarterly Ensure that the gate is not broken, jammed, or Repair or replace Ne gate to
le antl
of
eo
ll
w ent
missing and that it opens easily. p
p
ry
a
o
maintenance equipment. If
a IoGe is useQ make sure
you have a key.
Conveyance Pipes, Ditches, and Swales
Part of When to What to Check For What to Do
System to Check it
Check
Pipes Annually Accumulatetl setliment should not exceed 20% Clean out pipes of all
of the tliameter of the pipe. Vegetation should setliment and debris.
not retluce free movement of water through Remove all vegetation so
pipes. Ensure that the protective coating is not that water flaws freely
damaged antl rvsted. Dents should not through pipes. Repau or
sgnifiwntly impede Pow. Pipe shoultl not replace pipe.
have motor cracks or tears allowing water t0
leak out.
Open tlitches Quarterly oultl not be any yartl waste or litter in
l
ee ebrls
es
t
h
ditch dtlispos
of
hem
properly.
Open tlitches Annually Accumulatetl setliment shoultl not exceetl 20% Clean out ditch of all
of the tlepih of the tli[ch. setliment and debris.
Open ditches &
le Annually Check for vegetation (e.g., weatly shrubs or
linps)that reduces the free movement of
sa Clear blocking vegetation so
that water flows keey
Swa
s p
water through ditches or Swales. through_dachea. Grassy
etaton shoultl be left
ve
g
alone.
Open tlitches8 Quarterly Check arountl inlets and outlets for signs of Eliminate causes of erosion.
Stabilize slopes ny using
Swales erosion. Check slopes for signs of slou99king
is neetletl where erotled
Hli
A
ti appropriate erosion control
c
on
ar se
ng.
tlamage is over 2 inches tlcep and where there measures (e.g., reinkrce
is potential far mntinuetl erosion. with rock, plant grass,
com ad soil.
Open tlitches & Annually Native soil beneath the rock splash paQ check Replace rocks to tlesign
Swales dam, or lining shoultl not be visible. standaN.
Swales Quarterly Grass cover is sparse antl weedy, or areas are Aerate soils antl reseed and
overgrown with woody vegetation. mulch bare areas. Keep
grass less than 8 inches
high. Remove woWy
growth, regrada, antltl reseetl
as necessary.
Swales Quarterly Swale has been fllletl in or blocketl by shad, If possible, speak with
woodpile, shmbbery, etc. homeowner end request that
the Swale area be restoretl.
Swales Annually Wateretantls in Swale or flow velocity is very Asurvey may be needetlro
slow. Stagnation occurs. check gretles. Grades need
to be in 7-5%renge N
Possible. Ifg rode is less
than 1%, undeNreins may
neetl to be installed.
Grounds and Landscaping
Part o/ When to Whai to Check For What ro Do
Grounds to Check it
Check
Landscepetl Quarterly Weetls growing out of control in lantlscepetl Pull weeds by hantl, if
Areas arse. possible, to avoitl using
chemical weed controls.
Landscepetl Quarterly Check for any presenw of poison ivy or other Remove poisonous
Areas poisonous vegetation or insect nests. vegetation or insect nests that
are present in lantlsceped
area.
Lantlscepetl Quarterly There should not be any yard waste or litter in Remove and tlisposa of litter
Areas Iantlscepe0 areas. properly
Landscepetl Quarterly NMiceable rills are seen in lantlswped areas. Itlentifv [he rouses of erosion
Areas and take steps to slow down
or tlisparse the wales Fill in
contour, and seed area.
Trees antl Annually Limbs or parts of Vees or shrubs that are split Trim trees and shrobs to
shrubs or broken. restore shape. Replace
severely tlemagetl trees antl
shrubs.
Trees and Annually Trees or shrubs that have been blown down or Replant trees or shrubs,
shrubs knocked over. inspecting for injury to stem or
roots. Replaco dseverely
damaged.
Trees antl Annually Trees or shrubs that are not adequately Place slakes antl rubber-
Shrubs supportetl or ere leaning over, causing coatetl ties arountl young
exposure of the roots. trees/shrubs kr support.
Access Roads and Easements
Area to When fo What to Check For What ro Do
Check Check it
General One Tima Check to tletennine if there is enough access If there is not enough
to YOUr stormwaterfacilities for maintenance access, check wtth your
vehicles local juriatlbtion to
tlatermine whether an
easement exists. If so, a
maintenance roatl may need
to be constmGetl there.
Access road l]uartedy Debris that wuw damage vehicle tires (glass Clear all potentially
or metal). tlemaging debris.
Access roatl Annually Any obstructions that retluoe clearance above Clear along antl over
antl along the roatl to less than 14 feet. roetlway so there is enough
Gearance.
Road surface Annually Check for potholes, ruts, mushyY spots, or Atltl gavel or remove woatl
woodyy debris that limit access by maintenance
vehices. as necessary.
Shoultlea antl Annually Check forerosion along [he roetlway. Repair erosion with
tlhches additional soil or gravel.
Drywalls, French Drains, or Downspouts
Part o/
System to
Check When to
Check it What to Check For What [o Do
Downspout Annually Water ovedlows from the Downspout over the First try cleaning out the
ts
d tl
grountl .
ownspou
ggutters an
. If this tloesn t solve [he
problem you maY neetl to
instill a bigger yrywell.
Root Annually Moss and al5ae are taking overthe shatlier DisconneIX the Flezibla
pad of the dawnapout that
parts of the shingles. leetls lg the tlrywell.
Pedorm moss removal es
desired. Pressure weah
or use ht~v acitl solutions
instead ofhighly toxic
eslicitles or chlonne
B
leach. Install a zinc scrip
as a preventative.
APPENDIX D
Thurston Region
Stormwater Facilities Summary
THURSTON REGION
FACILITY SUMMARY FORM
PROPONENT'S FACILITY IDENTIFIER: Twin County Credit Union
NAME OF ROAD TO ACCESS FACILITY: Yelm Avenue, (SR 510)
HEARINGS EXAMINER CASE NUMBER:
DEVELOPMENT REVIEW PROJECT NO.:
BUILDING SITE APPLICATION NO.:
PARCEL NUMBER(S)
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 E. 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) 357-9917, Ext. 4402
Project Engineer: Robert E. Tauscheq P.E.
Firm: J.W. Morrissette & Associates Inc., P.S.
Telephone: (360) 352-9456
Fax: (360)352-9990
PART 2 -Project Location
Section: 24
Township: 17N
Range: lE
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 Permit:
New Building Footprint (Acres): 0.06
Existing Impervious (Acres): 1.12
New Sidewalk, Pazking Lot, Fire Lane and
Access Roads (Acres): 0.051
Disturbed Pervious Areas (Acres): 1.171
Lattice Block Paving (Acres): N/A
Public Roads (Acres): 0.00
Disturbed Area Total (Acres): 1.171
PART 5 -Pre-Developed Project Site Characteristics
Stream Through Site N
Steep Slopes (> 10%) N
Erosion Hazard N
100-Year Flood Plain N
Wetlands N
Seeps/Springs N
High Groundwater Table N
Aquifer Sensitive Area N
Other:
PART 6 -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): 0.23 Acres
Design Total Tributary Area to Facility (Acres): 0.39 Acres
En[er a check mark and number, i.e., one (1), for the type of facility
Wet Pond Detention 1
Wet pond water surface area, acres 0
Dry Pond Deten$on
Underground Detention:
Infiltration Trench:
Dry Well Infiltration:
Other. Infiltration Gallery:
Outlet Type (Enter a check mazk and number, i.e., one (1), for each type present):
Filter:
Oil/Water Sepamtor:
Single Orifice:
Multiple Orifices:
Weir:
Spillway:
Pump(s):
Other:
PART 7- Basin 1 -Release to Groundwater
Desigi 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): 1.03 Acres
Design Landscaped Area Tributary to Facility (Acres): 0.77 Acres
Design Total Tributary Area to Facility (Acres): 1.80 Acres
Enter a check mark and number, i.e., one (1), for the type of facility
We[ Pond Detention 1
Wet pond water surface area, acres 0
Dry Pond Detention 0
Underground Detention: 0
Infiltration Trench: 1
Dry Well Infiltration 0
Other: Infiltration Gallery: 0
Outlet Type (Enter a check mark and number, i.e., one (1), for each type present):
Filter:
Oil/Water Separator.
Single Orifice:
Multiple Orifices:
Weir:
Spillway:
Pump(s):
Other:
PART 7- Basiu 2 -Release to Groundwater
Design Percolation Rate to Groundwater: t ~ io/hr
PART 8 -Release To Surface Water
All stormwater from this site is infiltrated on site with no release to any surface waters.
APPENDIX E
Basin Map
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APPENDIX F
Site Plan
i
a i
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APPENDIX G
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APPENDIX H
HOWARD GODAT
MAINTENANCE PLAN
TWIN COUNTY CREDIT UNION
Branch Office
1105 Yelm Avenue
Yelm, Washington
Drainage Report
Proponent: Twin County Credit Union
2400 Evergreen Park Drive
Olympia, WA
Engineer: Steven D. Hatton, P.E.
Howard Godat & Associates, Inc.
2708 Westmoor Court
Olympia, WA 98502
(3601 943-1599
Date: September 23, 1996
Revised: November 12, 1996
Revised: April 14, 1997
TABLE OF CONTENTS
DRAINAGE REPORT
Section I -Project Overview .................... ......... 3
Section II -Drainage Plan ...................... ... ..... 3
Section III -Existing Conditions ................... ......... 3
Section IV - Offsite Analysis ..................... ......... 4
Section V -Analysis of Stormwater System .......... ......... 4
Section VI -Special Reports and Studies ............. ......... 7
Section VII -Erosion Control Plan .................. ......... 8
Section VIII -Bond Quantities Worksheet ............. ......... 9
Section IX -Operations and Maintenance Plan ......... ......... 9
Appendix A -Hydrologic Modeling Results
Appendix B -Culvert Conveyance
Appendix C -Soils Analysis
Appendix D -Thurston County Drainage Manual Information
Section 4 -Wells and Septic Systems
Section 5 -Fuel Tanks
Section 6 -Sub-Basin Description
Section 7 -Analysis of 100 Year Flood
Facility Summary Forms
Appendix E -Drainage Plan Tributary Maps
E. Inspection Sequence:
The Project Engineer and City of Yelm shall inspect the temporary erosion
control facilities; construction entrance, sediment traps, and erosion
control barriers prior to commencement of construction. During and
following construction, the Engineer shall inspect the construction of the
permanent stormwater facilities and report to the city his findings as to
performance and operability of the completed system.
VIII. Bond Quantities Worksheet
Drainage Construction Estimate
ITEM UNIT UNIT COST AMOUNT
CB Type 1 5 Each S 750.00 S 3,750.00
8" PVC 37 L.F. S 6.00 S 222.00
8" PVC Pipe w/CDF 145 L.F. S 12.00 S 1,740.00
10" PVC Pipe 38 L.F. S 9.00 S 342.00
10" PVC Pipe w/CDF 160 L.F. S 18.00 S 2,880.00
12" PVC Pipe 115 L.F. S 12.00 S 1,380.00
Wet Pond A Lump Sum S 750.00 S 750.00
Wet Pond B Lump Sum S 8,600.00 S 8,600.00
Infiltration Trench 75 L.F. S 33.00 S 2,475.00
Infiltration Pond 1 Each S 2,600.00 S 2,600.00
TOTAL: 524, 739.00
IX. Operations and Maintenance Plan
The Operation & Maintenance of the onsite drainage faci lities is the
responsibility of the property owner. The system includes catch basin piping
systems which collect and discharges stormwater to wet ponds, which in turn
discharges stormwater to infiltration facilities being either pond or trench. Each
portion of the system requires mainten ance specific items for inspection, which
are:
1. Catch Basins
2. Inlet/Outlet Piping
3. Wet Pond
4. Infiltration Pond
5. Infiltration Trench
Each of these items requires inspection and maintenance in accordance with the
attached Attachment "A" Schedule.
Page 9
MSTRUCTIONS
The following pages contain maintenance needs for most of the components that are part of
your drainage system, as well as for some components that you may not have. Let us know
if there are any components that aze missing from these pages. Ignore the requirements that
do not apply to your system. You should plan to complete a checklist for all system
components on the following schedule:
(1) Monthly from November through April.
(2) Ooce in late summer (preferably September).
(3) After any major storm (use I-inch in 24 hours as a euideline), items mazked "S" only.
Using photocopies of these pages, check off the problems you looked for each time you did
an inspection. Add comments on problems found and actions taken. Keep these "checked"
sheets in your files, as they will be used to write your annual report (due in May), Some
items do not need to be looked at every time an inspection is done. Use the suggested
frequency at the left of each item as a guideline for your inspection.
You may call the jurisdiction For technical assistance. Please do not hesitate to call,
especially if you are unsure whether a situation you have discovered may be a problem,
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Infiltration Systems
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Commend:
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ATTACHMENT"A"(CONTINUED)
Maintenance Checklist for Control Structure/Flaw Restrictor
(structure that controls rate at which water exits facil'Ity)
Frewem Orazrmge
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