Stormwater Report 121507TWINSTAR CREDIT UNION
YELM BRANCH
Drainage and Erosion Control Report
APPROVED
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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 SW, #B2
Olympia, WA 98502-1 1 1 0
Phone. (360) 352-9456
Fax. (360) 352-9990
Submitted: January 2006
Revised July 2007 ~~~ ~ 1 ~~~~
TABLE OF CONTENTS
1
I. DRAINAGE REPORT
'
Section I -Project Description 1
Section 2 -Existing Conditions 1
' Section 3 -Infiltration Rate/Soils Report 1
Section 4 -Wells and Sewerage Systems 1
Section 5 -Fuel Tanks
Section 6 -Sub-basin Description 1
2
Section 7 - 100 Year Flood 2
Section 8 -Aesthetic Considerations 2
' Section 9 -Facility Sizing and Downstream Analysis 2
Section 10 -Covenants, Dedications, and Easements 4
' Section 11 -Articles of Incorporation 4
' II. EROSION CONTROL REPORT
Section 1 -Sequence 4
1 Section 2 -Trapping Sediment 4
Section 3 -Permanent Erosion Control 4
Section 4 - Geotechnical Report 5
Section 5 -Inspection 5
Section 6 -Control of Pollutants Other than Sediment 5
'
III. APPENDD{
' A. Soils Report
B. Calculations and Hydraulic Analysis
C. Commercial Stormwater Facilities Maintenance Agreement
' D. Thurston Region Stormwater Facilities Summary Form
E. Basin Map
F. Site Plan
G. Engineer's Estimate
1 H. Howazd Godat Maintenance Plan
TwinStaz Credit Union i
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' JWM&A # 05132
1
PROJECT ENGINEER'S CERTIFICATE
1 "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 THE CITY 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~a~ P/Y G'-t-~o-~LC2~.
' Robert E. Tauscher, P.E.
Jerome W. Momssette & Associates Inc., P.S.
1 TwinStar Credit Union
Drainage and Erosion Control Report
' JWM&A # 05132
ii
EXNIKF>: ~~:Yr1' Q~
' 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.
Section 1 -Project Description:
' The TwinStar 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'/<) of the
Northwest quarter (NW %4) 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 squaze foot addition and new drive up tellers.
Stormwater will be conveyed via catch basins and piping to the existing wet ponds and
ultimately to the infiltration pond and gallery.
Section 2 -Existing Conditions:
The site is developed with a building, parking lot, and drive through teller windows
Section 3 -Infiltration Rates/Soils Report:
' The soils on the site aze 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
Standazds.
The proposal development will be connected to the City of Yelm sewer and water
systems.
' Section 5 -Fuel Tanks:
TwinStaz Credit Union
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 aze no known fuel tanks existing on the property.
No fuel tanks will be brought onto the property during development.
t Section 6 -Sub-basin Descripfion:
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.
Section 7 - 100 Year Flood:
The subject parcel is not within the 100-yeaz flood zone
Section S -Aesthetic Considerations:
^ All disturbed azeas will be vegetated or landscaped. The stotmwater 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
azeas.
' 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 stormwater conveyance and detention systems were
' designed for the 100 Yeaz /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 runoff flow, pond storage using HYDRA analyses
(HYDRA Version 5.85, July 1994). Copies of the HYDRA Input and Output files and
table summarizing the site azea and 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
TwinStar Credit Union
Drainage and Erosion Control Report
JWM&A # 05132
Design Impervious Area Tributary to Facility (Acres):
Design Landscaped Area Tributary to Facility (Acres)
Area not Tributary to the Facility (Acres):
Basin Area (Acres):
SCS Data Hydrologic Soil Group "A"
Curve Numbers
Impervious Areas 98
Pervious Areas 80
1.19 Acres
1.00 Acres
0 Acres
2.19 Acres
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 1 stormwater gallery will be 0.30 CFS. The maximum storage volume
needed in the pond per HYDRA is 457 CF. The design infiltration rate is 0.17 CFS with
the gallery bottom of 624 SF and 577 CF of storage volume provided in the gallery.
Basin 2
Total Area Tributary to Facility (Acres): 1.80 Acres
' Based on the HYDRA analyses performed for the 24 hour - 100 Year Event, the peak
flow into Basin 2 stormwater 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, ] 26 CF of storage volume provided in the pond.
Sstem 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, Dedications, 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 owned, Articles of Incorporation aze not required for the proposal.
TwinStar Credit Unian
Drainage and Erosion Control Report
IWM&A # 05132
:J
PART II. EROSION CONTROL REPORT
Section 1-Sequence:
The following is the construction sequence for construction of the pazking lots and ponds.
1. Install erosion control elements as necessary
2. Rough grade improvement areas.
3. Finish grade and pave new pazking lot azeas; topsoil, fertilize, and seed disturbed
landscape areas.
4. Mulch landscaped areas if construction 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 construction of the items listed below,
will mitigate against any major diversion of stormwater runoff by maintaining natural
drainage patterns. The structural components of the erosion control plan will work in
combination with temporary and permanent soil stabilization efforts to minimize the
amount of sediment-laden runoff entering the existing on-site wetponds.
Measures 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 aze 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 tire wash down azea.
All of the above features of the Erosion and Sedimentation Control Plan, if installed and
periodically maintained, aze expected to minimize the potential for sediment-laden runoff
escaping the site and entering the downstream environment during and after the
construction of the project.
Section 3 -Permanent Erosion ControL•
The following measures will be taken fot soil stabilization to minimize the amount of
sediment-laden runoff entering the stormwater system and adjacent properties.
TwinStar Credit Union
Drainage and Erosion Control Report
JWM&A # 05132
• Stabilization of cut and fill azeas with hydro seeding and, if necessary, chopped hay
mulching (or jute 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 areas.
' Section 4 - Geotechnical Report:
t There aze no other incipiently unstable stormwater related conditions within the project
site, hence; no other additional soil investigations or analyses aze planned.
Section 5 -Inspection:
The owner or the owner's representative will monitor the construction of stormwater
facilities on the subject site in accordance with the requirements of the 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 construction waste materials may develop for short periods during the
construction of the parking lots and stormwater facilities.
Care will be taken to minimize the adverse impacts of these conditions. Activities such
as concrete truck wash-down and equipment refueling will be carried out in the vicinity of
construction, at least 25 feet from the stormwater facilities.
' Construction material stockpile azeas 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 hazazdous fluids will not be permitted on this site.
TwinStar Credit Union 5
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' JWM&A # 05132
1
APPENDIX A
Soils Report
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ilFi ^ O
- ,'s' rX>'r I
Thurston County. Washington
Included areas make up about 10 percent of the total
acreage.
' Permeability is moderately rapid in the Spana sail.
Available water capacity is moderate. Effective rooting
depth is 20 to 40 inches. A seasonal high water table is
1 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 the 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 far
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 sife curve,
it is 110. The estimated growth rate of an unmanaged,
even-aged stand ofi 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 suitable surfacing material
for year-round use. Rounded pebbles and cobbles for
road construction are readily available on this unit. The
'seasonal high water table limits the use of equipment to
dry periods. Disturbance of the protective layer of duff
can be minimized by the careful use of wheeled and
'tracked equipment.
Seedling establishment is the main concern in the
production of timber. Reforestation can be
accomplished by planting Douglas-fir seedlings. If the
fond includes seed trees, natural reforestation by red
Ider occurs periodically in cutover 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
regon-grape, salal, vine maple, western brackenfern,
nd Oregon white oak.
89
This map unit is in capability subclass Illw.
110-Spanaway gravelly sandy loam, 0 to 3
percent slopes. This very deep, somewhat excessively
drained soil is on terraces. It formed in glacial,outwash
and volcanic ash. The native vegetation is mainly
grasses, ferns, and a few conifers. Elevation is 100 to
400 feet. The average annual precipitation is 45 to 55
inches, the average annual air temperature is about 51 .
degrees F, and the average frost-free period is 150 to
200 days.
Typically, the surface layer is black gravelly sandy
loam about 15 inches thick. The subsoil is dark
yellowish brown very gravelly loam about 5 inches thick.
The substratum to a depth of 60 inches or more is dark
yellowish brown extremely gravelly sand.
Included in this unit. are small areas of Alderwood
soils on till plains; Everett, Indianola, and Nisqually soils
on outwash terraces; and Spana soils in depressions.
Also included are small areas of Spanaway soils that
have a stony sandy loam surtace layer and small areas
of Spanaway gravelly sandy loam that have slopes of 3
to 15 percent. Included areas make up about 20
percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayland, pasture, or
cropland, as a site for homes, or as a source of gravel.
It is also used as woodland.
The main limitation affecting hay and pasture is the
low available water capacity. Proper grazing practices,
weed control, and fertilizer. are needed to ensure
maximum quality of forage. Rotation grazing helps to
maintain the quality of forage. Periodic mowing helps fo
maintain uniform growth, discourages selective grazing,
and controls weeds. Animal manure can be applied
periodically during the growing season. Areas that
receive heavy applications should be harrowed at least
once a year. In summer, irrigation is needed for
maximum production of most forage crops. Sprinkler
irrigation is the best method of applying water. The
amount of water applied should be sufficient to wet the
root zone but small enough to minimize the leaching of
plant nutrients.
This unit is suited to crops. Wheat, oats,
strawberries, raspberries, blackberries, and sweet corn
are commonly grown. The main limitation is the low
available water capacity. In summer, irrigation is
needed for maximum production of most crops.
~~'``'
,,:,
1 so so
Sprinklers can be used, but a slow application rate is This map unit is in capability subclass IVs.
'
~ needed to minimize runoff. The amount of water applied
should be sufficient to wet the root zone but small
111-S
panaway gravelly sandy loam, 3 tc
enough to minimize the leaching of plant nutrients. The percent slopes. This very deep, somewhat ea
application rate should be adjusted to the available drained soil is on terraces. It formed in glacial
water capacity, the water intake rate, and the needs of and volcanic ash. The native vegetation is ma
the crop. Animal manure can be applied periodically grasses, ferns, and a few conifers. Elevation is
during the growing season. Areas that receive heavy 400 feet. The average annual precipitation is
applications should be harrowed at least once a year. inches, the average annual air temperature is
This unit is well suited to homesites. Pebbles and degrees F, and the average frost-free period i;
cobbles should be removed, particularly in areas used 200 days.
for lawns. In summer, irrigation is needed far lawn
grasses, shrubs, vines, shade trees
and ornamental Typically, the surface layer is black gravelly
loam about 15 i
h
thi
, nc
es
ck. The subsoil is dart
trees. Mulch, fertilizer, and irrigation are needed to yellowish brown very gravelly sandy loam abo;
establish fawn grasses and other small-seeded plants. inches thick. The substratum to a depth of 60 i
The main limitation affecting septic tank absorption more is dark yellowish brown extremely gravel)
fields is a poor filtering capacity. If the density of Included in this unit are small areas of Aldei
housing is moderate or high, community sewage soils on till plains and Everett, Indianola,.and ~
systems are needed to prevent the contamination of soils on terraces. Also included are small area:
water supplies caused by seepage from onsite sewage Spanaway soils that have a stony sandy loam .
disposal systems. Cutbanks are not stable and are layer and small areas of Spanaway gravelly sa
subject to sloughing.
D
l that have slopes of 0 to 3 percent. Included arr
oug
as-fir is the main woodland species on this unit. up about 20 percent of the total acreage.
Among the trees of limited extent are Oregon white oak, Permeability is moderately rapid in the subsc
lodgepole pine, and red alder. Douglas-fir and Scotch Spanaway soil and very rapid in the substraturr
' pine are grown on Christmas tree plantations. On the Available water capacity is low. Effective rooting
basis of a 100-year site curve, the mean site index for is 60 inches or more. Runoff is slow
and the h.
Douglas-fir is 140. On the basis of a 50-year site curve, ,
water erosion is slight.
1 it is 108. The highest average growth rate of an
unmanaged, even-aged stand of Dou
las-fir is 145 This unit is used mainly as hayland or pastui
it
f
h
g s
e
or
omes, or as a source of gravel. It is al;
cubic feet per acre per year at 65 years of age. as woodland.
This soil is suited to year-round logging. Unsurfaced
r
d The main limitation affecting hay and pasture
' oa
s and skid trails are slippery when wet. Logging low available water capacity during the growing
roads require suitable surfacing material for year-round Proper grazing practices, weed control
and Pert
use. Rounded pebbles and cobbles far road ,
needed to ensure maximum quality of forage. R
' construction are readily available on this unit. grazing helps to maintain the quality bf forage
I
Disturbance of the protective layer of duff can be .
mowing helps to maintain uniform growth
disco
minimized by the careful use of wheeled and tracked ,
selective grazing, and controls weeds. Animal rr
equipment.
Seedling establishment and seedling mortality are the can be applied periodically during the growing s
Areas that receive heavy applications should be
main concerns in the production of timber. Reforestation harrowed at least once a year. In summer, irriga
can be accomplished by planting Douglas-fir seedlings. needed for maximum production of most forage
' If the stand includes seed trees, natural reforestation by Sprinkler irrigation is the best method of applying
Douglas-fir, Oregon white oak, and lodgepole pine The amount of water applied should be sufficien
occurs periodically in cutover areas. Draughtiness in the the root zone but small enough to minimize the I
surface layer reduces the seedling survival rate. When of plant nutrients.
openings are made in the canopy, invading brushy
plants can delay the establishment of planted Dou
las- This unit is suited to homesites. The main limi
i
th
l
g
fir seedlings. s
e s
ope. Cutbanks are not stable and are su'~
Common forest understory plants are cascade sloughing. A plant cover can be established and
i
t
i
d
'
.Oregon-grape, solo), western brackenfern, western ma
n
ne
a
through proper fertilizing, seeding, mi
and shaping of the slopes. Pebbles and cobbles
swordfern, Indian plum, and Scotch-broom. be removed, particularly in areas used for lawns.
158
lJ
[J
1
Spanaway Series
The Spanaway series consists of very deep,
somewhat excessively drained soils on terraces. These
soils formed in glacial outwash and volcanic ash. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is 40 to 55 inches, the
average annual air temperature is about 51 degrees F,
and the average frost-free season is 150 to 200 days.
These soils are sandy-skeletal, mixed, mesic Andic
Xerumbrepts.
Typical pedon of Spanaway gravelly sandy loam, 0 to
3 percent slopes q miles southeast of Lacey; about 250
feet west and 4G0 feet south of the northeast corner of
sec. 25. T. 36 N.. R. i W.
A-0 to 15 inches: black (10YR 2/1) gravelly sandy
loam, very dark grayish brown (tOYR 3/2) dry; weak
fine granular structure: loose, very friable, nonsticky
and nonplastic: many fine, medium, and coarse
roots; 25 Percent pebbles; strongly acid; clear
smooth boundary.
8w-15 to 20 inches; dark yellowish brown (10YR 3/4)
very gravelly sandy loam, light olive brown (2.5Y
5/4) dry; weak fine subangular blocky structure;
loose, very friable, nonsticky and nonplastic; many
fine, mediuM and coarse roots; 55 percent pebbles;
medium acid; clear smooth boundary.
C-20 to 60 inches; dark yellowish brown (10YR 4/4)
extremely gravelly sand, yellowish brown (10YR
5/4) dry; single grained; loose; few fine roots; 80
percent pebbles, 10 percent cobbles; slightly acid.
The thickness of the solum ranges from 15 to 25
inches. The content of coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
extreme) texture of this section is very gravelly sand or
y gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue of 10YR or 7.5YR, value of 3
or 4 when dry, and chroma of 1 or 2 when moist or dry.
It is medium acid or strongly acid. The 8w horizon has
value of 4 or 5 when dry and 3 or 4 when moist. It is
very gravelly sandy loam, very gravelly loam, or
extremely gravelly sandy loam. The C horizon has hue
of 10YR or 2.SY value of 5 or 6 when dry and 4 or 5
s extremely 9r d chroma of 3 or 4 when dry or moist. It
sand and is sli welly sand or extremely gravelly loamy
9htly acid or neutral.
Sultan Series
The Sultan series consists of very deep, moderately
Soil Surve'
well drained soils on flood plains. These soils formed
alluvium. Slope is 0 to 3 percent. Elevation is 20 to 7t
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 fine-silty, mixed, nonacid, mesic
Aquic Xerofluvents.
Typical pedon of Sultan silt loam, 7 miles east of
Lacey; about 1,000 feet east and 1,975 feet north of tl
southwest corner of sec. 16, T. 18 N., R. 1 E.
Ap-0 to 7 inches; dark yellowish brown (10YR 3/4) si
loam, brown (10YR 5/3) dry; moderate fine and
medium granular structure; slightly hard, very
friable, slightly sticky and slightly plastic; many finE
medium, and coarse roots; many very fine and fine
tubular pores; slightly acid; abrupt smooth
boundary.
BA-7 to 20 inches; dark yellowish brown (10YR 4/4)
silt loam, brawn (10YR 5/3) dry; moderate fine and
medium subangular blocky structure; slightly hard,.
very friable, slightly sticky and slightly plastic; mom
very fine, fine, and medium roots; many very fine
and fine tubular pores; slightly acid; clear wavy
boundary.
Bw1-20 to 25 inches; dark brown (10YR 3/3) silt loam
grayish brown (2.5Y 5/2) dry; common fine
prominent red (2.5YR 5/8) mottles; moderate fine
and medium subangular blocky structure; slightly
hard, very friable, slightly sticky and slightly plastic;
common fine and medium roots; common very fine
and fine tubular pores; slightly acid; gradual wavy
boundary.
Bw2-25 to 45 inches; dark brown (tOYR 4/3) silt loam
light brownish gray (tOYR 6/2) dry; common
medium prominent red (2.SYR 5/8) mottles;
moderate medium and coarse subangular blocky
structure; slightly hard, very friable, slightly sticky
and slightly plastic; few very fine and fine roots; few
very fine and fine tubular pores; slightly acid;
gradual wavy boundary.
C-45 to 60 inches; grayish brown (10Yfa 5/2) silt loam,
light gray (10YR 7/2) dry; common medium
prominent dark brawn (7.5YR 4/4) mottles; massive;
slightly hard, very friable, slightly sticky and slightly
plastic; slightly acid.
The soils are slightly acid or neutral in the control
section and range from slightly acid to strongly acid
below a depth of 40 inches. Mottles that have chroma
of 3 or more are at a depth of more than 20 inches.
Thurston County, Washington
The Ap horizon has hue of tOYR, value of 3 or 4
1 when moist, and chroma of 3 or 4 when dry.' 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 oT fine 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 i 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 Sulfic
Fluvaquents.
Typical pedon of Tacoma silt loam, 6 miles northeast
of Lacey; about 1 ,000 feet north and 300 feet west of
' the southeast corner of sec. 31, T. 19 N., R. 1 E.
Oe3 inches to 0; mat of fine grass roots.
1 A-0 to 7 inches; dark brown (10YR 3/3) silt loam,
grayish brown (10YR 5/2) dry; many medium
distinct dark brown (7.5YR 4/4) mottles; moderate
Tine angular blocky structure; friable, nonsticky and
slightly plastic; many medium and fine roots;
extremely acid; abrupt smooth boundary.
Cg1-7 to 23 inches; dark grayish brown (10YR 4/2) silt
' loam, light brownish gray (10YR 6/2) dry; many fine
distinct dark yellowish brown (tOYR 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, fight brownish gray (tOYR 6/2) dry; many
fine distinct dark yellowish brown (10YR 4/4)
mottles; weak medium prismatic structure; friable,
nonsticky and slightly plastic; few fine roots;
extremely acid; clear smooth boundary.
1 Cg3-40 to 50 inches; grayish brown (10YR 5/2) silt
loam, gray (10YR 6/1) dry; massive; friable, slightly
sticky and slightly plastic; extremely acid; abrupt
smooth boundary.
2Cg4-50 to 60 inches; dark greenish gray (5GY 4/1)
clay: common medium distinct brown (7.5YR 4/4)
' mottles: massive; friable, very sticky and very
plastic; few tine tubular pores; strongly acid.
The soils are more than 60 inches deep, but the
159
rooting depth is limited by the water table unless the
plant is hydrophytic. Some pedons have layers of muck
1 to 4 inches thick. These layers have a cumulative
thickness of less than 16 inches. The content of
weighted organic carbon is less than 12 percent in the
control section.
The A or Ap horizon has hue of 10YR or 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 10YR, 2.5Y,
or 5Y or is neutral in hue. It has value of 3 to 6 when
moist and 4 to 8 when dry and chroma of 0 to 2 when
moist or dry. It has faint tc 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 tormed
in glacial till over glacial outwash. Slope is 3 to 65
percent. Elevation is 50 to 400 feet. The average
annual precipitation is 45 to 60 inches, the average
annual air temperature is about 50 degrees F, and the
average frost-free season is 150 to 200 days.
These soils are coarse-loamy, mixed, mesic Dystric
Entic Durochrepts.
Typical pedon of Tenino gravelly loam, 3 to 15
percent slopes, 2 miles northwest of Littlerock; about
800 feet east and 400 feet north of the 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 (10YR 4/2) dry;
moderate fine granular structure; soft, very friable,
nonsticky and nonplastic; 30 percent pebbles; many
very fine, fine, medium, and coarse roots; many
very fine tubular pores; strongly acid; clear smooth
boundary.
A2-5 to 11 inches; dark yellowish brown (10YR 3/4)
gravelly loam, dark brown (tOYR 4/3) dry; moderate
fine granular structure; soft, very friable, 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 (7.5YR 4/4) gravelly
loam, light yellowish brown (10YR 6/4) dry; weak
fine subangular blocky structure; soft, very friable,
nonsticky and nonplastic; 30 percent pebbles;
~~
,.
Ltsa P.~t:~zz(
203 FOCRTH AV[M'E EAST SMITE.'_I
(7LY~IPIA. WASHINGTOy 9S?01
VOICE: (3601 ;31-03-46
FAx: (3601 '=-/-903 i
Curt Heinold
Howard Godat and Associates
2708 Westmoor Court
Olympia. WA 98.03
October 18. 1996
Report File Number: G96-0133
Report Subject: Soil assessment for stonnwater facility desi~m.
Location: Study site is located south of Yehn ,4venue. near the intersection of the
' hiehwav and NW Mountain View Road. in Yelm: within the NW !%, of
Section 3~, TowTtship 17N, Range lE, in Thurston County.
' Soils were assessed September 26; 1996 by Lisa Palazzi, (ARCPACS certified soil specialistl.
The intent of this work was to assess on-site soil conditions that would affect stormwater facilih~
desien. -
VL~PPED 50IL SERIES DESCRIPTIONS:
' According to the Thurston Couniti-Soil Survey, the following soil series is mapped on or near
the site: the Spanawav gravelly sandy loam, (classified as a sandy-skeletal, mixed. mesic Andic
Xerumbreptl); and the Spanawav stony sandy loam, (classified as a sandy-skeletal; mixed, mesic
Andic Xerumbrepr').
The Spanavvav Uravelly sandy loam soils are mapped onsite and commonly mapped across the
across the surrounding area. The Spanayvay stony sandy loam soils are mapped off site to the
west and the south. Please refer to the attached soil map for details on soil map unit boundaries.
' For your information, standard characteristics of the mapped soil series are described in
' I SanJ•.-skeltril. mired. mesic Andic tierumhrcpL ecnerally m..•nnine tlm .nil has minimal honinn dreelnumrn[ (ent~. has a durA-eulurcL h+„
hale sa!urmiun eurumc human ~ mnhn. has dcvelaped ,order condition. nl •a'inler prtapiUUion ;md sununer dnmLhl ~~tr!. ha; :harm!crislms
aurihu!W In colcunie deposit. ~and!o. has e mere mmecrumre rceimt imam annual mmperuture.mneea lirnu R"n, I i' C la' ~ ~ i•~'r,. has m•
' wecilic ntintralogic euuret(,nistdl. has li-irrv;, umd h+'~ccighl and g:taler!han?i"d ~onarne (mmnemshe volume (sands.-<kt!e4!h
5anlc-skeletal. mi~N. nit.ic :lndie xrnmthrcu!. urnemllr nauning the .nil h:u minimal horizon dtvtlopnn:nt I,eptl. h;u ,, Dark-tutored. Ina
bum viLLirulum mrl:tee hnrizun',umhn. has developed tinder tt,ndilinns nl ain!tr precipitminn and wnuuc•r dmucht I~tf i. has tlwracuristies
' attributed In vnkanie dtuusits iandha. has a na•>,e lenga•rauut repine Lncean ;mnml t<ntperawm ranucs (runt R" h+ li"C ~,a". iu`F1. has n:,
sper'lie !niner:dogic spume imi>ed'~. has I ~-ill^•;, cord F.~ ueighl and ,tearer than ;i^r;, coarse Guemtrls he colonic is:md)'ske4•lal?.
' Pave l
1 APPENDIX II. Please note that the SCS soil series maps and descriptions characterize expected
characteristics in only the top 60-100 inches of soil. Furthermore, the map units can have
extensive inclusions of other soil types, and in soma rare cases, can be entirely in error. Please
refer to the individual pit descriptions in APPENDIX I and to the discussion in the tert below for
specifics on observed site soil conditions. ,
SITE GEOMORPHOLOGY AND SOILS DESCRIPTION
The approximately l.~ acre site is located next door to the Yelm Elks Club, south NW Yelm
Avenue (Yelm Highway), near the intersection ofNW Mountain View Road and the hi?hwav.
The site is undeveloped.at this time, but up until recently had a house and garage in the northeast.
portions. The site is mostly grassed, but also supports Scots broom. some planted fruit and nut
trees in addition to hawthorn, noble tir, Douglas-fir, and pine.
' It is proposed to build a Twin County Credit Union facility on the site. The proposed
stonnwater system includes s~vales in the parking area that drain to an infiltration pond at the
southwest corner of the site.
Site topography (provided by the client) is quite flat elevations ranging from 3~I~4 to 34~ feet.
1 According to USGS maps of the area the nearest natural water body is Thompson Creek, located
'about % mile west of the site. The elevation at the creek surface is shown as less than 330 feet.
' One nit was excavated and described onsite in the vicinity of the proposed infiltration pond.
The pit ivas 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 soil surface.
That agrees with data that indicates Thompson Creek is 14 feet lower in elevation. The soils
' below 2'1 inches are expected to percolate at rates in excess of 20 inches per hour.
I hope this report provides enough information to proceed with project planning. Please call if
' you have any questions or require additional detail or clarification on any of these issues.
ark,, ou, ~ /
Lisa alazzi
ARCPACS certitied soil specialist
' Certification 3313
Page 2
APPENDIX I
Pit I
H~rit Doth Col CF Tit Struc Pcrc'
A 0-?4 IOYR2/3 .0 VGrSL WMG 6-?D"'
B 2a-SO `- 5/4 8U="" XGrLS SG 20+
C I i0-77 4/3 80`"`° ?CGrLS SG 20+
C2 77-87 4/. 8U="`" XGrLS SG ?0+
Spanawa} soils. Rods below 77 inches are ~ln stained (old ")
Mott Roots OM "/,~C
U V{F ti <l0
0 CF 4 <10
U FC <? <10
0 -- <3 <10
' 1 ¢e sun-rscript number represents the estimated sinple+figit Percolation mta ier that particular soil pit hori[un.
Paoe 3
APPENDIX fI
SPA1~iAWr3,Y 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).
' Soi] percolation rates are expected to be moderately rapid (2-6 inches per hour) near the surface
1 and very rapid (greater than ?0 inches per hour) in the extremely gra~zlly sand substratum.
These soils are used mainly as hayland; pasture. or cropland, as homesites. or as a gravel source.
The primary limitation for any vegetation-related use is the ver_< low water holding capacity in
the subsoils.
The volcanic ash influence in these soils may be evidenced by fine-textured soils in interstices
between coarse fragments. Furthermore, these soils may show an increased tendency to cement
or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break
down into amorphous clays -- a silica gel.
' The main limitation for septic system (or stotmwater 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 maybe encouraged for pretreatment of stormwater prior to
inftltration
SP?,NAWAY SERIES
The Spanaway stony sandy loams are very deep, somewhat excessively drained soil on terraces
formed in glacial outwash and volcanic ash. The top 16 inches are expected to be black stom
sandy loams 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 (2-6 inches per hour) near the surface
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 greatly limited by the stom
' surfaces. The_v are well-suited to homesitesV but landscaped areas will require surface stone
removal. The primary limitaton for an_v vegetation-related use is the very low water holding
capacity in the subsoils.
The volcanic ash influence in these soils may be evidenced by fine-textured soils in interstices
' Page 4
between coarse fragments. Furthennore, these soils may show an increased tendency to cement
or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break
1 down into amorphous clays -- a silica eel.
The main limitation for septic system or stonnwater pond design is the eravelly subsoil's poor
tiltering capacity -- a result of rapid percolation rates and relatively loGV 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.
Paee 5
t
APPE`1DIR Ill
DEFNITIO~S
Column Hzadines:
Horiz =horizon: This word refers to the horizontal hands o[ soil that I'omt al various depths Fram [he surface as a resuh of either
accumulation.of oceanic materials or lzacltine ofcla~'s and salts b~~ later. "A" borizons ~cnerallc hate an accumulation of oremuc
materials. "B" horizons generalk hmz an acetunulmion ofcla~~s or salts. "C" horizons are senerally either undifferentiated parent
material or arc bcloa- the zone of major bioloeical activi[<~. A small letter follolvine the capital letter provides additional
inibrmation. "B1+~" describes a "cambic" or barh~ developed B horizon: A "cvv". "cs" or"ci" after a B or C describes a horizon
+cith +vwk ccmcnrn[ion. stronl~ ccmenmtion. and indura[ien respccticclc. An "r" alicr a B or C indictes that die horiion u
dominmzd b+~ saprolcte. a~hich is rotten rock -- i.e. rack [hat is so decomposed chat i[ is almost soil An "R" alter a C indicates
that the C horizon is orcdominamly hard. undemmposzd bcdn>ck..~ '^" in Grntt of a B or C horizon indicate< that the suhsoils
have a dil'fernt parcnv material than the overlcing soils. '
Dplh = dcolh: CI1'CS LI1L' dl5tanl':: Ifont tI1C ctir!,'ICl' for die fop and bo[tom ol'each horvon.
C'ol =color glees a Mansell Book color cltipcodz. The Mansell color codes izxamplc: I i)YR ~-d! glee inlormauon on the hue i It!YR.:~.
value i 3 t. and chroma i~) ol'thz soil. Soil color can be used to infer parent matcriai, percenv oceanic content, or soil drama;^:
characteristics. For esanvolc. soils lritit both low chroma and calur iesamole: I OyP. ' 7i ore rzn~ dark-colord mtd tend to ha•~:
hied oceanic mauer convents: soils lvuh a Mansell chroma code of ~ or less Icxample: I l1YR 7.'_1 rimy be pooric dr;uned.
The follo++ine valurJChromc color codes cerrespand to the foflo+cine soil color names fez the nco most commonlc used HI_'E pages
lOYRand'_.~Y': V
IOYR HUE
COLOR NAiME \~ALUEiCHROMA _.~Y' HUE
COLOR VAi\~IE \'.aLUE.'CHR0;11A ~
lchite 3i I. 8,'_ +chitc NSr. 5%_'
lightg~ac 7/f.7' lieht!!rac V7~. ir_' '
dark gra~~ 4/I dark gray N1/
vzn~ dark,gray =! I cep' dark ^ra) ~=:
black 2.1 black \~'_.'
czn~ pale brolcn 3/:. 8~1. ':=. 7%d pale ccllolc R%~. 7.'1
II_ht bC0\\1115h gra\' 6i _' light brolatish gra~~ hr'_
emvish brolcn Si? '~racish broln ~~
dark gracish brolcn -4;' dark gracish bro11 n 1~'_
cen~ dart: gra}~ish brmcn ~!? ccn' dark cral'ish brolcn ~%'_
ccn~ dark broon '!' light brol+nish erac G%'_
ccllolc 8; (i. B~tS. 7.'G, 7i8 emcish broccn ~ -'
pate brolur (~? dark eracish brown -l%'
broccn fi- ctn dark grayish brolcn =-_ ~
dark brolln ~i=. _:. pale yellolc 8%~. 7 -1
lieh~t yelloccish brenn ~%-? light }'cllocvist b;o:cn 6i-1
bronnish rello+v Gi O. 6;8 light olive brrncn ~/-!. `; (~
~,-clor: ish bra;ln ~,•'a. ~; ri. s;y olive brolcn -1r-1
dart: l~elloccish broln ~+id. d; 6. 3~~. .;(, cellol+ S; r,, g~.,, % 4. 7,'ti
olive cello++ fi/(,. G.'R
Txt =texture: describes the rla[icc dominance in size of sell partidessmalls than_ mm diameter. Sand. sill. mtd dac arc the three
size classes midi sand being largest m1d clac being smallest. The texuual names arc applied based on the 1+eieht pereeninge of sand
i S1. silt !Si). and clac (Ci. The field zs[imatz of perczm sand. sill and clay arc ei~en kith the textural name.
CF = percent coarse haemcnts. Coarse fra!anen~s are delincd as anc mineral fraement in the soil ercatcr than ?mm diatnctec If needed.
coarse li-a~nen!s arc also described in tents of carious size classes -- gra+cl. cobble. stone. etc. Abbreviations associated kith CF
percentages +cill bc: Co = cobble !cearsc ti-a!maents>: "dianstzn. Cn =concretions (small. round pebble-like Gartnznts lomted
by soil minerals dissolcine and thin re-precipitative ). II no abbreviation is included. assume that dm peretnt CF is dcscrihmg
eracels (coarse fraements >?mm and <:" in diameter),
P1~>e I
If coarse Ga_'rnent content is expressed as 1~-3? percent. the line Gaetion (soil particles less titan ~_' mm diameter) [csuval call is
moditizd and deleted as ,i, avelh• (i.e. emvclh~ loam or!=ravelli~ silt~~ clac): 3~-G. percent is vcn~ gravel)}': grzmcr thmt ti. percent .
is defined as extremelc era+~elly.
Stnic = stnic[ure: dzscribes the shape and size of the natural soil clods. Soi(+vith strong s[ntcutrz is eeneralh~ considerzd to be stable
and troll developed. Soils that are periodicallc disturbed general h' have pour structure. Fine tz~nued soils +vith +czak stnicuve
oftzn have poor percolation capabilities.
Obi =percent organic matter. ht mineral soils. orgmtic matter decreases +vith distance !}om the sail surlbce. Low percentages ~?"ti. or
Izssi at the surlacz can indicate erosion problzms. lucrcaszd percentages bclon the surfacz can indicate a buried siu'lace i till on
the stu-facc i. Organic matter improves stnicturc and Icniliq~ .Surface 0~4"t, in mineral soils ranecs I}om a to ?0"i~ tVhen OM19"i~
is greater dtan'_U9L, the soil mm~ be classified as an organic mdter than mineral sail. This is gencralh~ indicmice ol'samnted ancLor
cold conditions in the soil.
Rent = rootine dcoth: can be used to locate la}~ers in the soil that mac restrict ero+nh or +carer mcn~anent.
- lion = nutttlcs: arc an indication that tls soil ~~ocs through ahemaung parinds ol'c>:rzndzd smumtion and dn~ing.
1 Perc =percolation ratz. The percolation rate is an zstimatz al' inchzs per hour water percolation through the soil The rariee in
percolation rates as devised b}'the SCS arc as L'oltott's:
Class Estimated inches; hour
Ven~ >latt ~ less than U.06 -
S tote O.OGO '
~todera[ch'slotc 0.2-0.6
' ~ ~Vlodcrate 0.6-2.0
~lodera[ely rapid 2.U-b.0
Rapid 6.1J-_'0
Ven' rapid more dmn 2U
The licld zstimatz is made based on soil texnua. percent coarsz t}cements. and other sail fzahirzs. such as indication of czmen[in!±
and the presence of mottles.
T~pz =soil ppz: as defined in Article IV'. Rules and Regulations of tiro Thurston Counh~ Board oC Health Governing Disposal of
Sztvagz (same as Stale definition). These groupmes have been recently rccie+red and revised at [he State level. but in general
indimtc coil testtve and relative percent ol'coarse tia~nents tcith the Ttpc I soils.bzing the most coarse-rxhtred +cidt the-highest
coarse Fmemcnt pzrccntagc and the Tcpe G soils being the Forest tc~utad.
' Similar to soil percolation rate estinmtes, the field hping estimate is based on interpretation of effects of soil tzsmm. percent
coarse fragments. and odtcr soil features. such as indication of cementing and dtz presence of mottles. (n general. soil pye I
is too coarse [exuvcd to allo+v for a standard design. Some pre-trcmmem dzcign is used. then the notice coils are aced for
disposal of thz treatrzd zff7uenL; Soil types . and -1 arc generally preferred. although some type ~'s may be limited to sonic
decree by slow percolation: t}~pe . soils percolate een~ slo+clv and arc gznzrafk less desueablc due to haw' zasih' thzc are
hydraulicalh' overloaded, but motmd or pressure disuibution systems can be used in some eases to compensate tar these
limitations: npz (soils arc unsuitzd due to minimal percolation ~ '
' 4s,C =Percent clac mntent ns estimated using hand-texture techniques in the field
' FIELD D.VT.V ABBREVL-\TIO`S =
Texturccodcs Roots tilouks Stnicutrc
L = Loamh'~ First letter First letter .SG =single grained or loose.
Si = Sihlyp i\I = ~41am ~I = Mam~ no swaur~
' S =Sandie) C =Common C =Common ~\IS = 6~lassn:. mcmtin^_ no
C = Clattn~l' F = Fe+v F = Fz+t stnicutre. but not single grautzd
F =Finc Ssond letter Second letter First letter reorzscnts dtc
Gr = Graycllc F =Finc F =Finc strcn,Kh al the smicturc
V = l'cn~ \I = \icditmt ~\-(_ \7edium lG = )Neck
X = Extrentclc C =Coarse L = Large Bbl = ,\loduratz
Co = Cobble Third letter 5 =strong
Pa«e
1
1 (* C in Font of F =Faint Second letter represents the
LS or SL stands D =Distinct size of the strucwrnl unit
I'or Coarse) - P =Prominent F =Fine
M =Medium
1 C =Coarse
Third letter group represents the
shape of the stntctural unit
1 SaB = subaneWar bloclq~
AB = migular bfockc
- li = ermudar
P! = plat+
1 S
'
Stream Type = atcr Tcpin~
~steni. Thcsc apim~ ~cerc established in wnpzrntinu
stream wpc as detinzd in 1F.-1C "_'-16-U;n. ll
bcu+zzn die Dcot. of Vauvai Rzsotuczs. rile Chpt, a'Fisherics. the Dept. of l4~ildlitb. die Dept. of Fcolog~~. and
1 in mrsulmtion ++ith atTceted Indian tribes. The results arc acailablc across the counter at DNR ;;\1an and Phoin
Sales. The cum.m swam npc dcliniuons arc as follo++s Iparaphraszd I}om the \~~4.C code dcscnptions c
Stream T+pe Typical characterisues
1 411 shoriines oC the statz, as defined under RC~~' 9USg. within their ordinnn~ high water mark. e.~cepting then
1 associated icetlands. Generallc. these include all rivers. lakes ?eater than '_o acres. and perennial streams
downstream of the point oC =rcater dian_ll cfs tlo++. These arc gznzrally considered to be fish-bearing +caters.
_ These arc not T}pe I waters. but do hacz hilt fish. t+ildlilb, or htunan usecaiuzs. Thzc~ include rgnicnts nlhawml
1 +caters mid their assocm[ed wetlands which:
is i are divertzd for domestic use b+' more than 10U residential or campin_s units...:
ibi arc within an}' campgn•ound with greater thmi.U Campine units...:
_ icl ;irz used,b}~ substantial ntunhzrs of anadromous or residzm gamz fish for spmming. rnrine or nugration.
1 such as those hacine a defined chamiel width ol''_D feet or;~rcatcr mid a aradiem oC Icss than -!".., or lakes.
ponds or impowdments with seater than 1 acre of surface area at seasonal low- water. .
' (d) arc used by salmonid for off-channel habitat, usuall}~ critical forjucenile sun~ival, such as those areas
1 cowected to a s-Imonid bearing stream and accessible at somz time of the year and hoeing an acczss dmina^_z
area +cith less dmn ?':•~ sadicnt.
1 _ Thesz are no[ T+pe I or ? +caters. but hacz moderate to siieht fish. wildlife, or human use values. Thee include
segmznts of natural waters and their associated wetlands which:
lnl are dicencd for domesuc usz b}' more than 10 residential or camping units...:
lb 1 are used be signilicwt numbers of anadromous fish for spa++ning. rearing or miera[ion. such as those
1 hoeing a defined channel Width of i fcet or greater and a sadiem of less than I ~''~o and not ups[: cam of a falls
oC more than 1 U crtical feet.
(cl arc used b.~ sienilicant niwhers of resident eamz fish. such as' those hacme a definzd chorine! width o(I(i
feet or greater. a summzr lo+c Ilow of greater than li.;CFS. and a sradient of Icss thmt I""~,, and ponds or
impoundments with greater than 0.? acre of surface area at seasonal lore water.
idl arc highl}• sigriilicant for orotectien of downstream +vaier qualip~. such as tributaries that contnbutz more
than _'0°;, of the [low to a T+pc I ar 3 .cater...
d These are not Tcpe f. _'. or . waters. but arc considered impanant for protection of downstream [cater yualin~.
These arc not lish=cearing streams. but hace a defined chawel and arz either intzrmittznt drainaees. or arc perzmiial
steams in unreachable portions of a drainage These waters cantimm upstremn until the channel bzcomzs I,:r than
feet wide.
1 These arc nut Typz I. _'. =. or ~ +raters. bul include strenms +cith or without +cell-defined channels. areas of
perennial or mtermittznt seepage. ponds, natural sinks and drainaeewacs hoeing short periods of spring or storm
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Tivin Count~f Credit Union.
Stonnivater Soils Report
Site Location Map
G96-013~ file reference number
1
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Twin County Credit Union
Stonnwater Soils Report
Thurston County Soil Survey tiiap
Soil iytao Unit Soil Series
110 Spana\vac grsl
I (? Spanaw'a\" stsl
G96-Ol?= file reference number
r
,t
SOILS IIVO/ESTIGATION REPORT
TWiN COUNTY CREDIT UNION FACILITY
YELIVI, WASHINGTON
Bradley-N®ble Ge®technecai Sera~oces
A ®avisa~n ®~' Thy ~radleyr Gr®up, Inc.
2401 Bristol Court SW - PO Box 10267 -Olympia WA 98502 - 360-357-7883
'
Bradley-Noble Geotechnica.l Services
A Division of The Bradley Group, Inc.
2401.Bristol Court SW, PO Box 10267, Olympia WA 98502
Phone 360-357-7883 FAX 360-754-4240
SOILS INVESTIGATION REPORT
' FOR THE NEW TWIN COUNTY CREDIT UNION
FACILITY, YELM, WASHINGTON
'
This report presents the results of our subsurface
investigation for the new Twin County Credit Union
' facility to be constructed at 1105 Yelm Avenue, State
Highway 510 in Yelm, Washington. Our purposes in
exploring the subsurface soil conditions were to
evaluate bearing capacity of the site soils, to
' present recommendations for foundation design, and to
address other geotechnical considerations for this
1 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 BJSS Group, the
project's designers.
SITE CONDITIONS
Surface Conditions
The project site is of low relief and 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
li.
r~
I
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'~
~~
,~
~~
~,
~~
~~
,~
96040101
Page 2 of 7
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
drainfield in the area of Test Pit Two. We expect
that underground water lines served this residence.
There is also an abandoned gas 'riser in this area.
There may be an additional domestic water well in the
small storage building that served this residence, or
a water line may extend from the residence to the
east. Concrete walks are in this area. Underground
locate shows a gas line crossing the property in the
northwest corner. This line serves the Moose Lodge to
the project west.
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 soil exploration to the east because of
unmarked active underground utility lines that still
serve the occupied residence and the outbuildings.
Soils under the site are typical for this area. In
the test pits, we found 1.4 to 2.0 feet of a dark
brown, silty, gravelly sand, generally referred to as
the Spanaway topsoil. Underlying the Spanaway topsoil
znd extending for the .full depth of the explorations,
we found the coarse sands and gravels which were
fluvially 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.
X6040101
Page 3 of 7
DISCUSSION AND RECO2+R9ENDATIONS
Sit_ e~k
Based on' the proposed site plan, the septic tank and
drainfield that served the former mobile home will be
under the building footprint. This tank will need to
be located and removed. The void after removal should
be filled with either a controlled structural fill
section placed and compacted in conformance with the
Earthwork Criteria section of this repo 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
haveetotbe abandoned afterdtheestructure istrazedl also
The Spanaway topsoil unit is a silty, gravelly sand.
The silts in this soil unit are moisture sensitive and
will "mud up". rapidly if exposed to rain navels sand
work. The underlying coarse, sandy g
gravelly sands are considered to be free draining and
' non-moisture sensitive. We expect that site work on
this soil unit would not be affected by weather.
The recessional outwash soils on this site are
considered to be suitable for use as structural fill,
gravel base material under paving sec~henlargedcobbles
backfill. The oversized material,
and boulders, will haveanawae tomsoia is madrginal for
this material. The Sp Y P
use as structural fill or trench backfill- ravelsbase
considered to be suitable for use as ercenta e of
' material under paving sections. The p 4
Fines makes this material difficult to compact as
moisture control is difficult to control in order to
achieve a uniform density of the material.
Foundations
All foundations are to be founded on the Vashon
outwash sands and gravels below the Spanaway topsoil
unit. We recommend that the gsite berubbinpedand
' expose these soils. Clearin and g 4
stripping to expose the outwash soils should. extend
for a minimum of 10 feet outside of building lines.
I 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 square foot. A one-third increase in
I this recommended bearing value is permissible for
short-term wind or seismic loadings.
I 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.
1 ~ 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 should
be little long-term settlements.
I
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 compaction of the structural fill
section should be in strict conformance with the
recommendations of the Earthwork Criteria section of
' this report. Placement of a thin lift of 5/8-inch
' minus crushed rock is acceptable to facilitate the
fine grading operations for the slab placement.
'' The native sands and gravels act as a natural
capillary break. High ground water tables are not
evident at this site, and we do not expect that
wicking of moisture will be a major concern at this
1 site. We do recommend that a vapor barrier be
included in the design between the capillary
bleak/structural fill section and the slab. The
concrete slab should be designed to the
96040101
1 Page 5 of 7
recommendations of the current edition of the
Reinforcing Steel Institutes Design Manual £or the
anticipated floor loads.
Pavinq Section.
The paving section may be placed on the Spanaway unit
if the specified minimum, paving section thicknesses
are used and the Spanaway unit is uniformly compacted
to the specified density of the paving section. This
will minimize excavation and disposal costs. This
soil will exhibit some swelling after densification
because of saturation.
Paving sections placed on the Spanaway soil unit may
be designed to a CBR value of 25. This design value
requires that a uniform density of 95~ of ASTM D698 be
~ achieved on the subgrade. We recommend a minimum
'
paving section of 2 inches of class S asphaltic
concrete pavement, 2 inches of 5/8-inch minus crushed
rock for the leveling course, and either six inches of
ballast or eight inches of gravel base material.
';~ All material used in the paving section is to conform
to the current requirements of the WSDOT/APWA
specifications for quality and compaction. The
project's civil engineers should review the
recommended minimum paving sections to ensure that the
;~`~ section meets the minimum design requirements based on
the project's expected traffic loads.
~~ Lateral Soil Pressures
It is our understanding that no retaining walls or
foundations walls over four feet high are to be
incorporated in the desicn. 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
For imported structural fill, we recommend that a
clean, six-inch minus, well gzaded 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 7& 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.
'~
~~
4
96040101
Page 6 of 7
All fill should be placed in uniform horizontal lifts
Each lift
of six- to eight- inch loose thickness.
ditioned to the optimum moisture content
should be con
and compacted to the specified minimum density before
' placing the next lift. We further recommend that all
acted as specified
m
p
utility trench backfill be co
Earthwork should be performed under the
above.
continuous supervision and testing of Bradley-Noble
ith the
Geotechnical Services to ensure compliance w
compaction requirements.
Placement of fill sections on slopes greater that 4:1
hed as directed
b
enc
(horizontal to vertical) will be
Height and width of the bench
ils
.
into the native so
will be determined in the field by the soils engineer
or engineering geologist.
1 Unrestricted slopes shall not exceed 2:1 (horizontal
to vertical) for fill embanlanents and cuts that expose
The
lled
.
native soils. All fill slopes will be ro
is responsible for the
' project's civil engineer
constructed fill slopes from
th
e
protection of
ncollected runoff. We recommend that all
u
cut-and-fill slopes be seeded as soon as possible
rotect the
can
i
p
on
after construction, so that vegetat
slopes from sheet washing.
No fill is to be placed during periods of unfavorable
the fill is frozen or thawing. When
il
~ e
weather or wh
f fill will not
work is stopped by rain, placement o
, resume until the soils engineer or engineering
moisture content is
th
I e
geologist determines that
for compactioe effort and that the previously
bl
e
suita
laced fill has not been loosened. The contractor
l
p
e
will take appropriate measures during unfavorab
I weather to protect the fill already placed. Measures
eled traffic
h
e
that may be required include limiting w
and grading to provide temporary drainage of the
fill. At the direction of the soils engineer or
be
engineering geologist, the contractor will
oval and reworking of fill that
h
e rem
responsible for t
has softened or has less than the required compaction.
LIMITS OF LIABILITY
BRADLEY-NOBLE GEOTECHNIrar, 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.
'~
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96040101
Page 7 of 7
This report was prepared 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:
~.
C~~~!/
David C. trong
Engineering Geologist
Please see attached soil's engineers review Letter.
11 April 1996
i'
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
-2.0 to -6.0 feet
'I Test Pit Three:
Spanaway topsoil unit.
Coarse sandy gravels with
small boulders and numerous
cobbles.
Excavated soil had a musty smell
of sewage. Drain field lateral
to the west of the test pit.
0 to -2.0 feet Spanaway topsoil unit.
~I -2.0 to -6.0 feet Coarse sandy gravels with
cobbles to 8 inch diameter.
Slightly sandier soils.
Test Pit Four:
,~ 0 to -1.7 feet Spanaway topsoil unit.
-1.7 to -6.2 feet Coarse gravelly medium sands
with cobbles to 8 inch diameter.
'~
Test Pit Five:
~~ 0 to -2.0 feet Spanaway topsoil unit.
-2.0 to -3.1 feet Coarse sandy gravel layer.
,I -3.1 to.-6.1 feet Gravelly medium gray sand.
Test Pit Six:
'I
0 to -1.7 feet Spanaway topsoil unit.
-1.7 to -5.9 feet Yellow brown medium sandy
gravel with cobbles and
boulders.
'~ Test Pit Logs
- Page 1 of 2
1'
I Test Pit Lags
1 Page 2 of 2
' ~
Test Pit Seven:
1 ~ 0 to -1.4 feet Spanaway topsoil unit.
-1.4 to -6.3 feet Yellow brown sandy gravels with
cobbles and boulders.
1~
No s eepage or ground water was observed in any test
1 I pit.
level No indication of seasonal high ground water
s 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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1
L~PP~NDIX ~
Calculations and ~Iydraulic Analysis
TWINSTAR CREDIT UNION
YELM OFFICE SITE IMPROVEMENTS
DRAINAGE CALCULATIONS
New Impervious Totals
Basin #1
New Pavement .591 sf = 0.014 Acres
756 sf= 0.017 Acres
33 sf= 0.001 Acres
Total New Pavement 1,380 sf = 0.032 Acres
Impervious to Pervious -71 sf = -0.002 Acres
Total New Impervious Basin #1 1,309 sf= 0.030 Acres
Basin #2
Ex Pervious to New Pavement 650 sf = 0.015 Acres
877 sf= 0.020 Acres
.632 sf= O.O1S Acres
2,159 sf= 0.050 Acres
Ex Impervious to Pervious -949 sf = -0.022 Acres
-47 sf= -0.001 Acres
-58 sf = -0.001 Acres
-1,054 sf= -0.024 Acres
New Buiding Area Break Down
New Building Area 2,590. sf = 0.059 Acres
Existing [mpervious to New Building 1,389 sf = 0.032 Acres
(No Change, Exisitng impervious to new
building no[ added to new Impervious)
Existing Pervious to New Building 354 sf = 0.008 Acres
847 sf= 0.019 Acres
Total Existing Pervious to New Building 1,201 sf= 0.028 Acres
Total New Building to New Impervious -188 sf = -0.004 Acres
Total New Impervious Basin #2 = 2159 +(-1054) +(-188) = 917 sf = 0.021 Acres
1
~ ~ ~ I• ~ ~ ~ ~ ~ r ~ ~ ~
Basin #1- NE Access Area
Basin #1 - NE Access Area
Percent Impervious = 38.97
Basin Area = 16,771 sf= 0.39.Acres
Por Howard Godat Drainage Design aproved dated 3/25/97, see a portion of plan for the gallery sizing this
Appendix
Per HYDRA (This Appendix Basin 1 HYDRA 100 Year Report File) the
runoff volume required = 457 cf
Use 65 LF of 8" Dia. Perforated Pipe, Area =
Trench Volume Required Outside of Pipe =
Drywell size 78' long, 8' wide, 3" deep =
65 LF of 8" Diameter Perforated Pipe, Area =
Drywell Volume provided outside pipes =
Drywell volume outside of pipe x 30% voids =
Total volume provided =
23 cf
-23 cf
1,872 cf
23 cf
1849 cf
555 cf
577 cf > 457 cf OK
Bottom area = 78' x 8' = 624 sf
Using 10 in/hr, over a 624 sf Bottom, Infiltration Rate = 0.14 cfs
Using 10 in/ly, Sidewall, Infiltration Rate = 0.03 cfs
Total Infiltration Rate = 0.17 cfs
Basin #1 -Water Quality Wetpond Sizing
6 Month, 24 Hour storm 1.79 inches
Existing Impervious Area 5,227 sf = 0.12 Acres
New Impervious Area 1,309 sf= 0.03 Acres
Total Basin #1 Impervious = 6,536 sf= 0.15 Acres
TWINSTAR CREDIT UNION
YELM OFFICE SITE IMPROVEMENTS
DRAINAGE CALCULATIONS
Existing Basin #1 Existing Impervious = 5,227 sf = 0.12 Acres
Basin #1 New Impervious = 1,309 sf = 0.03 Acres
Total Basin #1 Impervious = 6,536 sf = 0.15 Acres
Total Basin #1 Pervious = 10,235 sf = ,0.23 Acres
Total Basin Area = ] 6,771 sf = 0:39 Acres
~ ~ ~ ~ ~ ~
2
® ® i ~ i ~ ~ ~ ~ ~ ~ ~
TWINSTAR CREDIT UNION
YELM OFFICE SITE IMPROVEMENTS
DRAINAGE CALCULATIONS
Required Surface Area = (2.5% x Imp Area) _ .025 x 6,536 sf = 163 sf
Per HYDRA (This Appendix BASIN 1 HYDRA 6 MONTH REPORT FILE)
the runoff volume required = 310 cf
Asbuilt Bottom Area 575 sf
Asbuilt Top Area 907 sf> 163 sf ok
Volume Provided = (Top Area + Bottom Area)/2 x 2 feet deep 1,482 cf
Asbuilt Volume Provided 1,482 cf> 310 OK
Basin #2 - SW Parking and Building
Building Areas
Ex Impervious to New Bldg = 1,389 sf = 0.03 Acres
Ex Pervious to New Bldg = 1,201 sf = 0.03 Acres
Total New Bldg Impervious = 2,590 sf = 0.06 Acres
Building New Impervious Area = 188 sf = 0.00 Acres
Asphalt and Landscape Areas
Ex Pervious to New Impervious Asphalt= 2,159 sf = 0.05 Acres
Ex Impervious Asphalt to New Pervious = -1,054 sf = -0.02 Acres
Building New Impervious Area = 188 sf = 0.004 Acres
Total New Impervious Area = ],105 sf = 0.03 Acres
Existing Basin #2 Impervious = 43,560 sf = 1.00 Acres
Basin #2 New Impervious Asphalt = 2, ] 59 sf = 0.05 Acres
Ex Impervious Asphalt to New Pervious = -1,054 sf = -0.02 Acres
Basin #2 New Impervious Buildiing = 188 sf = 0.00 Acres
Total Basin #2 Impervious = 44,853 sf = 1.03 Acres
Total Basin #2 Pervious = 33,470 sf = 0.77 Acres
Total Basin Area = 78,323 sf = 1.80 Acres
Percent Impervious = 57
i• ® ~ ~
3
~ ~ ~ ~ ~ i ~ r ~ ~ ® ~ ~ ~ ~ ~ ~ ~
TWINS7AR CREDIT UNION
YELM OFFICE SITE IMPROVEMENTS
DRAINAGE CALCULATIONS
Basin#2 Pond Sizing
Total Area= 78,323 sf= 1.80 Acres
New Roof Area to Drywell 2,890 sf = 0.07 Acres
Area.Tributray to Pond 75,433 sf = 1.73 Acres
Per HYDRA (This Appendix Basin 2 HYDRA 100 Year Report File) the
runoff volume required =
Asbuilt Bottom Area
Asbuilt Top Area
Volume Provided = (Top Area + Bottom Area)/2 x 3 feet deep
Bottom azea =
Using 10 in/hr, over a 1700 sf Bottom, Infiltration Rate =
Proposed New Pond Top Area =
Proposed Pond Bottom Area=
Volume Provided =
Using 10 in/hr, over a 2,057 sf Bottom, Infiltration Rate =
5,828 cf
1,045 sf
2,955 sf
6,000 cf
1,044 sf
0.24 cfs
3,202 sf
2,057 sf
7,126 cf <5,828 cfOK
0.48 cfs
Basin #2 -Water Quality Wetpond Sizing (Existing Bldg is 3439 sf)
6 Month, 24 Hour storm 1.79 inches
Existing Impervious Area less Building 40,121 sf = 0.92 Acres
New Asphalt Impervious Area 2,159 sf = 0.05 Acres
Ex Impervious to Pervious -1,054 sf= -0.02 Acres
Total Basin #1 Impervious = 41,226 sf = 0.95 Acres
Wetpond Surface Area Provided 2912 sf
Required Surface Area = (2.5% x Imp Area) _ .025 x 41,226 sf = 1,031 sf
Per HYDRA (This Appendix Basin 2 HYDRA 6 Month Report File) the runoff
volume required =
Asbuilt Bottom Area El. 341
Asbuilt Top Area El. 343
Volume Provided = (Top Area + Bottom Area)/2. x 2 feet deep
Volume Provided
1,878 cf
1,574 sf
2,912 sf> 1,031 sfOK
4,486 cf
4,486 cf> 1,878 OK
4
TWINSTAR CREDIT UNION
YELM OFFICE SITE IMPROVEMENTS
DRAINAGE CALCULATIONS
New Building Roof Drywell Sizing
New Building Area 2,590 sf = 0.059 Acres
Required Drywell Volume = 125cf/1000 sf of roof = 324 cf
Drywell size Provided - 8' wide x 14' long x 3' deep = 336 cf>324 OK
New Drive Through Roof Drywell Sizing
New Building Area 1,352 sf = 0.031 Acres
Required Drywell Volume = 125cf/1000 sf of roof = 169 cf
Drywell size Provided - 6' wide x 10' long x 3' deep = 180 cf>169 OK
Wetpond #1 8-inch Outfall Pipe Max Flow
06mo - n = 0.009 PVC. S = 0.08 ft/ft = 0.071
D
in 1.49 n A
ft^2 R R^(2/3) S ~S Q
cfs V
ft/s
8 1.49 0.009 0.349 0.167 0.303 0.080 0.283 4.95 0.69
~= t i.vym) x .v x x'~zis) x ~^z
Q = (1.49/.009) x 0.349 x 0.303 x (0.283) = 4.95 cfs max
Inflow into the Wetpond (Basin 1 Hydra 100 Year Report File,
Sto Incoming) _
Wetpond #2 8-foot Wide Overflow Spillway Maa Flow
06mo - n = 0.017 Rubble Masonarv. S = 0.005_ d = 0.5'
0.30 cfs < 4.95 cfs OK
D
in 1.49 n A
ft^2 R R^(2/3) S S Q
cfs V
ft/s
96 1.49 0.017 4.000 2.000 1.587 0.06700 0.259 144.05 0.06
Q = (1.49/.009) x 4.0 x 1.587 x (0.259) = 144.05 cfs max
Inflow into the Wetpond (Basin 2 Hydra 100 Year Report File,
Sto Incoming) _
3.31 cfs < 144.05 cfs OK
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BASIN 1
HYDRA 100 YEAR STORM
INPUT COMMAND FILE
1
1
1
1
LJ
t
1
1
JOB 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 62 394.15 344.3 392.05 340.5 10
RED (0/0.17, 577/0.17)
RES 345, 390, 345, OVER
END
1
1
1
BASIN 1
IIYI)RA 100 YEAR REPORT FILE
1
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates ~ Page 1
________________________________________________________-------------------
C:\HYDRA\CMD\TCCOBIN. CMD 11:47 9-Dec-105
CFS
*** NE ACCESS STORNP
Link Long Slope
Diam
1 62 0.0250
10
Lateral
Lateral
4ATER TO
Invert
Up/Dn
392.05
340.50
length=
length=
TCCU - STORMWATER DESIGN
INFILTRA Pipe Design
San Sto Qdes Depth GrUp GrDn SrCh/Dlt
Inf Mis Vel Up/Dn HGLUp HGLDn Estimated
d/D Cover DiffOp DiffDn Cost
0.0 0.3 0.30 1.20 349.15 399.30
0.0 0.0 3.46 2.10 392.23 390.66 ~ 0
0.22 3.60 1.92 3.62
------------------------------------
62 Upstream length= 62
0 Upstream length= 0
*** NE ACCESS STORMWATER TO INFI LTRA
Cost Invert -------------- Maximum Elow Values ---
Link Exfil Up/Dn/Ovr San Inf Sto
3 0 345.00 Incoming 0.00 0.00 0.30
0 340.00 Discharge 0.00 0.00 0.17
345.00 Overflow 0.00 0.00 0.00
Stored
- 0
--------- 0
----- 457
----------------------
Lateral length= 62 Upstream length =
Reservoir
Mis Design
0.00 0.30
0.00 0.17
0.00 0.00
0 957
62
~~
i
1
~~
1
1
i
1
~ BASI~v 1
HYDRA 100 YEAR OUTPUT DATA FILE
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
______________--_---------------------------------------------------------
C:\HYDRA\CMD\TCCNBIN.CMD 11:97 9-Dec-105
' NONE
Status of DEFAULTS at start of run.
I
I
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 ~ 6.000
String to reset printer 27 51 36 1B
1 I String to set printer to compressed 17 15
I String to set printer to 8 lines/inch 6 27 51 27
Name of printer Epson, FX series
,~ I Print heading at top of page ON
I Number of steps in hydrograpri 166
I Step length in minutes 60
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
I Maximum plot value Selected by HYDRA
I Type of hydrographic plot Compact
I Sanitary flow by Diurnal Curve
I Delay to start of actual storm 0.00
Rational Method computations OFF
I SCS computations
Continuous simulation computations Santa Barbara
ON
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable diam drops 999
' ~ Mimimum drop thru manhole 0.000
I Manning's n Variable
I Routing technique Quick
' I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate mist flows ON
I Listing of acceptable diameters (Changed by the PCO command):
I 4 6 8 10 12 15 16 21 24 27 30
I 33 36 39 92 95 98 54 60 66 72 76
I 89 90 96 102 108 114 120 132
1: JOB TCCU - STORMWATER DESIGN
2:
3: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING '
9: REM BASIN #1 TO INFILTRATION GALLERY
5: TOT 6.15
' Total rainfall 6.15 Inches
C:\HY DRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 2
' C:\HY DRA\CMD\TCCUBIN.CMD 11 97 9-Dec-105
TCCU -~STORMWATER DESIGN
' 6: FIL C:\HYE\lA.INC
----- -START OF SUB-FILE------
1:
2: HYE 10 0.004 0.009 0.004 0.004 0.009 0.009 0.009 0.004 0.004 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 +
1 9: 0.007 0.007 0.007 0.007 0.007 0.0082 0.0062 0.0082 0.0082 0.00
82 0.0082 0.0095 +
5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0134 0.0134 0.0134 0.0180
0.0160 0.034 0.054 +
' 6: 0.027 0.018 0.0134 0.0139 0.0134 0.0088 0. 0086 0.0088 0.0088 0
.0088 0.0088 0.0088 +
7: 0.0088 0.0088 0.0088 0.0088 0.0088 0.0072 0.0072 0.0072 0.0072
0.0072 0.0072 0.0072 +
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 0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 +
11: 0.0090 0.0040 0.0090 0.0040 0.0040 0.0090 0.0090 0.0090 0.0040
0.0090 0.0040 0.0090 +
12: 0.0090 0.0040 0.0040 0.0090 0.0090 0.0040 0.0090 0.0040 0.0040
0.0090 0.0090 0.0090 +
' 13: 0.0040 0.0090 0.0040 0.0090 0.0090 0.0090 0.0040 0.0040 0.0090
0.0040 0.0090 0.0090 +0.0040
Step time 10.00 Minutes
Total in original hyetograph 0.17 Inches
' Adjusting hyetograph from 10.00 minutes to 60.00 minutes
Total volume rain in production hyetograph 6.15 Inches
Maximum intensity 1.01 Inches/Hr
15: RET
--
-- - END OF SUB-FILE ------
7: NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY
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 0.9000
Maximum diameter 132.00 Inches
9: SCS 0.385, 0.39, 98, 80, 20, 0.01, 220
Computed concentration time 1.83 Minutes
' ~ Total Time of Concentration 1.83 Minutes
Total rainfall falling on impervious 3352.02 CuFt
Impervious runoff 3225.87 CuFt
C:\HYDRA\CMD\ HYDRA Version 5.85
' j.w.morrissette & associates _- -- - ---- -Page----3
C:\HYDRA\CMD\TCCUBIN.CMD 11:97 9-Dec-105
TCCU - STORMWATER DESIGN .
Portion off impervious 96.29 B
Peak CFS rainfall falling on impervious 0.15 CuFt/Sec
Peak CFS runoff from impervious 0.15 Cu Ft/Sec
Equivalant "C" off impervious 0.96
Total rainfall falling on pervious 5242.91 Cu Ft
I Pervious runoff 3343.67 Cu Ft
Portion off pervious 63.78 ~
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 Cu Ft
' Total segment runoff
Portion off segment 6569.59
76.49 Cu Ft
~
Peak CFS rainfall falling on segment 0.39 CuFt/Sec
Peak CFS runoff from segment 0.30 Cu Ft/Sec
~ Equivalant "C" off segment 0.75
' 10: DPZ 62 349.15 349.3 392.05 340.5 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 340.50 Eeet
Minimum diameter 10.00 Inches
' Lump sum cost 0.00 Dollars
ManningsN 0.012 00
MinSlope 0.005 00
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
I @Adding Event into Design
Average Design Flow
0.00
Cu Ft/Sec
Storm flow (no SF) 0.296 Cu£t/Sec
Design flow 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/D 0.220
' ~ Partial flow velocity 3.465 Feet/Sec
11: RED (0/0.17, 577/0.17)
12: RES 395, 340, 345, OVER
' Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation
Outlet elevation 345.00
340.00 Feet
Feet
1
1
1
C:\HYDRA\CMD\ ~ HYDRA Version 5.85
j.w.morrissette-&_associates______________________________________ __page---_4
C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105
TCCU - STORMWATER DESIGN
Link number
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
13: END
Average Design Flow
Storm flow (no SF)
Design flow including SF
Combined SF
2
0.00 Cu Ft/Sec
0.296 Cuft/Sec
0.296 Cuft/Sec
1.000
1
1
1
C:\HYDRA\CMD\ HYDRA Version 5.65
------ ------------
associates
&
j.w-morrissette -------- -------page----5
-------
-
-
C:\HYDRA\CMD\TCCUBIN.CMD 11:97 9-Dec-105
TCCU - STORMWATER DESIGN
------ S U M M A R Y O F A N A L Y S I S------
Run number on command file 7
Number of links 3
Number of hydrographs 90
Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 0.39 Acres
Number of pumps 0
Number of reservoirs 1
Number o£ diversion structures 0
Number o£ inlets 0
Length of new pipe 62.00 Feet
Length of existing pipe : 0.00 Feet
Length of channel 0.00 Feet
Length of gutter 0.00 Feet
Length of transport units 0.00 Feet
Length of pressure pipe 0.00 Feet
Closing DBF and NDX Eiles
1
~~
~~
BASIN 2
HYDRA 100 YEAR STORM
INPUT COMMAND FILE
1
'
JOB TCCU - STORMWATER DESIGN '
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
REM BASIN #2 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, 60, 20, 0.01, 220
DPI 62 349.15 399.3 342.05 340.5 10
RED (0/0.98, 7126/0.46)
RES 345, 390, 345, OVER
END
~_J
1
1
BASIN 2
HYDRA 100 YEAR REPORT FILE
1
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1
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C:\HYDRA\CMD\ ~ HYDRA Version 5.65
j.w.morrissette & associates Page 1
__________ ________ _________________________________ ___ --------CFS
C:\HYDRA\CMD\TCCUB2N.CMD 5:94 13-Jul-107
TCCU - STORMWATER DESIGN
*** BUILDING ADDITION STORMWATER TO
Invert Depth
Link Long Diam Slope Up/Dn Up/Dn
1 62 10 0.0250 392.05 2.10
340.50 3.80
--------
Lateral length= -62
------------------
Lateral length= 0
Min San Sto
Cover Inf Mis
1.20 0.0 3.3
0.0 0.0
- Upstream length
Upstream length
Pipe Design
Vel Design Estimated
d/D CFS Cost
6.98 3.31 0
0.81
- _62
0
*** BUILDING ADDITION STORMWATER TO
Cost Invert --------------
Link Exfil Up/Dn/Ovr
3 0 345.00 Incoming
0 340.00 Discharge
395.00 Overflow
Stored
Lateral length= 62
Reservoir
Maximum Flow Values
San Inf Sto Mis Design
0.00 0.00 3.31 0.00 3.31
0.00 0.00 0.4B 0.00 0.48
0.00 0.00 0.00 0.00 0.00
0 0 5828 0 5828
Upstream length= 62
1
BASIN 2
' HYDRA 100 YEAR OUTPUT DATA FILE
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\TCCUB2N.CMD 5: 94 13-Jul-107
NONE
Status of DEFAULTS at start of run.
Command file C:\HYDRA\CMD\TCCUB2N.CMD
I Input units are read as USA
I Warnings are turned OFF
~ Output sent to display Brief
I Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
String to reset printer NOT SET
I String to set printer to compressed NOT SET
~ String to set printer to 8 lines/inch NOT SET
Name of printer NOT SET
I Print heading at top of page ON
I Number of steps in hydrograph 255 '
I Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
Maximum plot value Selected by HYDRA
I Type of hydrographic plot Compact
I Sanitary flow by Diurnal Curve
~ Delay to start of actual storm : 0.00
Rational Method computations OFF
I SCS computations Santa Barbara
I Continuous simulation computations ON
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable diam drops ~ 999
~ Mimimum drop thru manhole 0.000
I Manning's n Variable
Routing technique Quick
I Calculate sanitary flows ON
I Calculate 'infiltration flows ON
Calculate misc flows ON
I Listing o£ acceptable diameters (Changed by the PCO command):
I 4 6 8 10 12 15 18 21 24 27 30
I 33 36 39 92 45 48 59 60 66 72. 78
I 89 90 96 102 108 119 120 132
1: JOB TCCU - STORMWATER 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
1 j.w.morrissette & associates ~ Page 2
C:\HYDRA\CMD\TCCUB2N.CMD 5:94 13-Jul-107
1
TCCU - STORMWATER DESIGN
6: FIL C:\HYDRA\HYE\100ZONEI.INC
------START OF SUB-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
.236+
3: 0.248 0.279 0.308 0.308 0.323 0.323
.373+
4: 0.971 2.514 0.553 0.367 0.508 0.391
.333+
5: 0.449 0.466 0.292 0.292 0.272 0.272
.272+
6: 0.234 0.239 0.215 0.237 0.241 0.259
.237+
7: 0.227 0.227 0.208 0.189 0.189 0.189
.151+
8: 0.151 0.151 0.151 0.151 0.151 0.151
.151+
9: 0.151 0.151 0.151 0.151 0.151 0.151
.136+
10: 0.136 0.136 0.121 0.121 0.121 0.121
Step time
Total in original hyetograph
Total volu me rain in pr oduction hyetograph
Maximum inten sity
0.212 0.212 0.236 0
0.412 0.412 0.373 0
0.389 0.539 0.579 0
0.272 0.272 0.272 0
0.259 0.259 0.237 0
0.164 0.164 0.151: 0
0.151 0.151 0,151 0
0.151 0.151 0.15.1 0
15.00 Minutes
6.15 Inches
6.15 Inches
2.51 Inches/Hr
11: RET
---- END OF SUB-FILE ------
7: NEW BUILDING 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 velocity 2.00 Feet/Sec
Minimum slope 0.00500
D/d 0.9000
Maximum diameter 132.00 Inches
9: SCS 1.73, 0.57, 98, 80, 20, 0.01, 220
Computed concentration time 1.83 Minutes
Total Time of Concentration 1.63 Minutes
Total rainfall falling on impervious 22014.19 Cu Ft
Impervious runoff 21197.79 Cu Ft
Portion off impervious 96.06 $
' Peak CFS rainfall falling on impervious 2.50 CuFt/Sec
Peak CFS runoff from impervious 2.25 CuFt/Sec
Equivalant "C" off impervious 0.90
Total rainfall falling on pervious 16607.20 Cu Ft
Pervious runoff 10567.79 Cu Ft
C:\HYDRA\CMD\ ~ HYDR A Version 5.85
associates
j.w.morrissette-& -
-
- ------Page----3
----------- -------- ---
-
C:\HYDRA\CMD\TCCUB2N.CMD --
------ 5:94 13-Jul-107
TCCU - STORMWATER DESIGN
'
Portion off pervious 63.63 ~
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 CuFt
Total segment runoff 31715.57 CuFt
Portion off segment 62.12 ~
' Peak CFS rainfall falling on segment 4.39 CuFt/Sec
Peak CFS runoff from segment 3.31 Cu Ft/Sec
Equivalant "C" off segment ~ 0.76
' 10: DPI 62 344.15 399.3 342.05 340.5 10
Length 62.00 Feet
Ground elevation up 349.15 Feet
Ground elevation down 349.30 Feet
Invert elevation up 342.05 Feet
Invert elevation down 340.50 Feet
Minimum diameter 10.00 Inches
Lump sum cost 0.00 Dollars
ManningsN 0.012 00
MinSlope 0.005 00
Link number 1
@Adding Sto into Event
@Adding Diurnal into Design
@Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 3.319 Cuft/Sec
Design flow including SF 3.319. Cuft/Sec
Combined SF 1.000
' Design diameter 10.00 Inches
Invert elev up 342.05 Feet
Invert elev down 340.50 Feet
' Slope 0.025 0
Depth o£ Fluid in pipe 8.10 Inches
d/D 0.810
' Partial flow velocity
11: RED (0/0.48, 7126/0.48) 6.978 Feet/Sec
12: RES 345, 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
' 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 3.319 Cuft/Sec
Combined SF 1.000
C:\HYDRA\CMD\ HYDRA Version 5.85
' j.w.morrissette & associates Page 4
___________________________________________________________-
C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Ju1-107
• TCCU - STORMWATER DESIGN
' 13: END
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrisBette & associates Page 5
- ------------------------- ---
C:\HYDRA\CMD\TCCUB2N.CMD 5:94 13-Jul-107
TCCU - STORMWATER DESIGN
-- S U M M A R Y O F A N A L Y S I S------
Run number on command file 1
Number of links 3
Number of hydrographs 40
Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 1.73 Acres
Number of pumps 0
Number of reservoirs 1
Number of diversion structures 0
Number of inlets 0
Length of new pipe 62.00 Feet
Length of existing pipe 0.00 Feet
Length of channel - 0.00 Feet
Length of gutter 0.00 Feet
Length of transport units 0.00 Feet
Length of pressure pipe 0.00 Feet
Closing DBF and NDX Files
1
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1
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BASIN 1
HYDRA 6 MONTH STORM
INPUT COMMAND FILE
1
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1
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[]
1
1
1
1
1
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JOB TCCU - STORMWATER DESIGN
REM --- 6 MONTHSTORM EVENT FOR TREATMENT SIZING
REM BASIN #1 TO WETPOND
TOT 1.79
FIL C:\HYDRA\HYE\6MTC.INC
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 62 344.15 349.3 392.05 340.5 10
RED (0/0, 7126/0.48)
RES 345, 340, 345, OVER
END
1
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BASIN 1
HYDRA 61VIONTH REPORT FILE
1
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C:\HYDRA\CMD\ ~ HYDRA Version 5.85
j.w,morrissette & associates Page 1
C:\HYDRA\CMD\TCCUBIN6.CMD 6:42 13-Jul-107
CFS
TCCU - STORMWATER DESIGN
*** NE ACCESS STORMWATER TO WETPOND Pipe Design
Invert Depth Min San Sto Vel Design Estimated
Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS ~ Cost
1 62 10 0.0250 342.05 2.10 1.20 0.0 0.1 2.56 0.10 0
340.50 3.80 0.0 0.0 0.13
Lateral length= 62 Upstream length = 62
Lateral length= 0 Upstream length = 0
*** NE ACCESS STORMWATER TO WET POND Reservoir
Cost Invert ---------- ---- Maximum Flow Values ----- ------- -----
Link Exf it Up/Dn/Ovr San Inf Sto Mis Design
3 0 345.00 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 Upstream length = 62
1
1
~~
BASIN 1
HYDRA 6 MONTH OUTPUT DATA FILE
1
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\TCCUBIN6.CMD 6:41 13-Jul-107
NONE
Status of DEFAULTS at start of run.
I Command file C:\HYDRA\CMD\TCCUBIN6.CMD
I Input units are read as USA
I Warnings are turned OFF
I Output sent to display Brief
Output sent to printer Off
I Output sent to file Detailed
I Paper width in inches 8.000
I String to reset printer NOT SET
I String to set printer to compressed NOT SET
I String to set printer to 8 lines/inch NOT SET
Name of printer ~ NOT SET
Print heading at top of page ON.
I Number of steps in hydrograph 255
I Step length in minutes 15
I Significant flow in hydrograph 0.010
Infiltration Diurnalization Factor 0.960
I 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
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
I Number of allowable diam drops 999
I Mimimum drop thru manhole 0.000
I Manning's n Variable
I Routing technique ~ Quick
I Calculate sanitary flows ON
I Calculate infiltration flows ON
I Calculate misc flows ON
I Listing o£ acceptable diameters (Changed by the PCO command):
I 9 6 8 10 12 15 18 21 29 27
I 33 36 39 42 45 48 59 60 66 72
I 84 90 96 102 108 114 120 132
1: JOB TCCU - STORMWAI`ER DESIGN
2: REM --- 6 MONTHSTORM EVENT FOR TREATMENT SIZING
3:
4: REM BASIN #1 TO WETPOND
5: TOT 1.79
30
78
Total rainfall 1.79 Inches
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C:\HYDRA\CMD\ ~ HYDRA Version 5.85
j.w.morrissette & associates Page 2
C:\HYDRA\CMD\TCCUBIN 6.CMD 6:41 13-Jul-107
' TCCO - STORMWATER DESIGN
6: FIL C:\HYDRA\HYE\6MTC .INC
-START OF SUB- FILE---- --
' 1: HYE IS 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010
0.020 +
2: 0.020 0.020 0.030 0.040 0.040 0.090 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 +
4: 0.080 0.200 0.290 0.760 0.060 0.180 0.180 0.130
0.130 +
5: 0.190 0.150 0.110 0.090 0.150 0.110 0.120 0.090
0.090 +
6: 0.090 0.090 0.080 0.080 0.080 0.080 0.100 0.100
0.100 +
7: 0.100 0.100 0.090 0.080 0.080 0.080 0.060 0.060
'
8: 0.060
0.060 +
0.060
0.060 0.060 0.050
0.050 0.040 0.090
0.090 +
9: 0.040 .0.040 0.040 0.040 0.040 0.040 0.040 0.040
0.040 +
' 10: 0.040 0.040 0.040 0.040 0.040 0.090 0.040 0.090
0.040 +
11: ~ 0.040 0.040 0.040 0.040 0.040 0.040 RET
Step time 15.00 Minutes
Total in original hyetograph 1.79 Inches
Total volume rain in production hyetograph 1.79 Inches
Maximum intensity 0.76 Inches/Hr
' -- - END OF SUB-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
Minimum velocity 0.50 Feet
2.00 Feet/Sec
Minimum slope 0.00500
D/d 0.9000
Maximum diameter 132.00 Inches
9: SCS 0.385, 0. 39, 98, 80, 20, 0.01, 220 .
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 653.11 Cu Ft
Portion off impervious 87.49 B
Peak CFS rainfall falling on impervious 0.11 Cu Ft/Sec
' Peak CFS runoff from impervious 0.0912 CuFt/Sec
Equival ant "C" off impervious 0.79
C:\HYDRA\CMD\ HYDRA Version 5.85
' j.w.morrissette & associates Page 3
C:\HYDRA\CMD\TCCUBIN 6.CMD
6:41 13-Jul-107
' TCCU - STORMWATER DESIGN
Total rainfall falling on pervious 1525.98 CuFt
Pervious runoff 373.73 CuFt
Portion off pervious 24.49 ~
Peak CFS rainfall falling on pervious O.1B Cu Ft/Sec
Peak CFS runoff from pervious 0.00997 Cu Ft/Sec
Equivalant "C" off pervious 0.0555
Total rainfall falling on segment 2501.61 CuFt
' Total segment runoff 1226.84 CuFt
Portion off segment 99.04 ~
Peak CFS rainfall falling on segment 0.29 CuFt/Sec
Peak CFS runoff from segment 0.0950 CuFt/Sec
Equivalant "C" off segment 0.32 .
10: DPI 62 344.15 344.3 342.05 39D.5 l0
- Length 62.00 Feet
' Ground elevation up 344.15 Feet
Ground elevation down': 344.30 Feet
Invert elevation up 342.05 Feet
' Invert elevation down 340.50 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) 0.0950 Cuft/Sec
Design flow 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, 7126/0.48)
12: RES 395, 340, 345, OVER
Number of points on Volume/Discharge curve ~2
Maximum capacity of 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
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 9
_____________________________________________________________ -----------
C:\HYDRA\CMD\TCCUBIN6.CMD 6:41 13-Jul-107
TCCU - STORMWATER DESIGN
Storm flow (no SF) 0.0950 Cuft/Sec
Design flow including SF 0.0950 Cuft/Sec
Combined SF 1.000
13: END
C:\HYDRA\CMD\ HYDRA Version 5.85
' j.w.morrissette& associates Page 5
C:\HYDRA\CMD\TCCUBIN6.CMD 6:41 13-Jul-107
TCCU - STORMWATER DESIGN
------ S U M M A R Y O F A N A L Y S I S------
Run number on command file 2
Number of links ~3
Number of hydrographs 90
' Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 0.39 Acres
Number of pumps 0 .
Number of reservoirs 1
Number of diversion structures 0
Number of inlets ~ 0
Length of new pipe 62.00 Feet
Length of existing pipe 0.00 Feet
Length of channel 0.00 Feet
Length of gutter 0.00 Feet
' Length of transport units 0.00 Feet
Length of pressure pipe 0.00 Feet
d NDX Fil
es
Closing DBF an
L~1
1
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BASIN 2
HYDRA 6 MONTH STORM
INPUT COMMAND FILE
'
JOB TCCO - STORMWATER DESIGN
REM --- 6 MONTH STORM EVENT FOR T REATMENT SIZING
' ~ REM BASIN #2 TO WETPOND POND
TOT 1.79
FIL C:\HYDRA~\HYE\6MTC.INC
NEW BOILDING ADDITION STORMWATER TO WETPOND
DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9
SCS 1.80, 0.60, 98, 80, 20, 0.01, 220
~~ DPI 62 394.15 394.3 392.05 340.5 10
RED (0/0, 7126/0.48) '
' RES 395, 340, 345, OVER
END
1
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i BASIN 2
HYDRA 6 MONTH REPORT FILE
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C:\HYDRA\CMD\ HYDRA Version 5.65
j.w.morrissette & associates Page 1
_____________________________________---------------------------- --------
C:\HYDRA\CMD\TCCUB2N 6.CMD 6:91 13-Jul-107
CFS
*** BUILDING ADDITION STORMWAT
Invert
Link Long Diam Slope Up/Dn
1 62 10 0.0250 392.05
340.50
Lateral length=
------------------
Lateral length=
TCCU - STORMWATER DESIGN
;R TO
Depth
Up/Dn
2.10
3.80
--62--
0
Min San Sto
Cover Inf Mis
1.20 0.0 0.7
0.0 0.0
---Upstream length
Upstream length
Pipe Design
Vel Design Estimated
d/D CFS Cost
4.29 0.67 0
0.32
----- 62
0
*** BUILDING ADDITION STORMWATER TO
' Cost Invert - ------------- Maximum Flow Values ---
Link Exfil Up/Dn/Ovr San Inf Sto
3 0 395.00 Incoming 0.00 0.00 0.67
t 0 390.00 Discharge 0.00 0.00 0.13
395.00 Overflow 0.00 0.00 0.00
Stored :~ 0 0 1878
t ---------- -------------- -------- ----------- ---
-
Lateral le ngth= 62 Upstream length -
1
1
1
Mis
0.00
0.00
0.00
0
62
Reservoir
Design
0.67
0.13
0.00
1878
1
1
BASIN 2
HYDRA 6 MONTH OUTPUT DATA FILE
1
1
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1~
_____________________________________________________ ______________________
C:\HYDRA\CMD\TCCUB2N6.CMD 6:91 13-Jul-107
NONE
~ Status of DEFAULTS at start of run.
I Command file C:\HYDRA\CMD\TCCUB2N6.CMD
I Input units are read as USA
'
I Warnings are turned OFF
I Output sent to display Brief
I Output sent to printer : Off
'
I Output sent to file Detailed
I Paper width in inches 8.000
I String to reset printer NOT SET
I String to set printer to compressed NOT SET
I String to set printer to 8 lines/inch NOT SET
I Name of printer NOT SET
I Print heading at top of page ON
I Number of steps in hydrograph 255
I Step length in minutes 15
I Significant flow in hydrograph 0.010
I Infiltration Diurnalization Factor 0.980
'
I Maximum plot value Selected by HYDRA
I Type of hydrographic plot Compact
I Sanitary flow by Diurnal Curve
I Delay to start of actual storm 0.00
'
I Rational Method computations OFF
I SCS computations Santa Barbara
I Continuous simulation computations ON
'
I Maximum d/D for pipe design/analysis 0.900
I Match point position on pipe 0.00 or Invert
I Number of allowable diam drops 999
I Mimimum drop thru manhole 0.000
I Manning's n Variable
I Routing technique ~ Quick
I Calculate sanitary flows ON
' I Calculate infiltration flows ON
I Calculate misc flows ON
I
I Listing of acceptable diameters (Changed by the PCO command):
'
I 4 6 8 10 12 15 18 21 24 27 30
I 33 36 39 92 45 48 54 60 66 72 78
I 64 90 96 102 108 119 120 132
1: JOB TCCU - STORMWATER DESIGN
2: REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING
'
3: REM BASIN #2 TO WETPOND POND
9: TOT 1.79
Total rainfall 1.79 Inches
' 5: FIL C:\HYDRA\HYE\6MTC.INC
------START OF SUB-FILE------
C:\HY DRA\CMD\ HYDRA Version 5.85
' j.w.morrissette & a ssociates Page 2
C:\HYDRA\CMD\TCCUB2 N6.CMD
6:41 13-Jul-107
' TCCU - STORMWATER DESIGN
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 0.040 0.040 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 +
' 4: 0.080 0.200 0.290 0.760 0.060 0.180 0.160 0.130
0.130 +
5: 0.190 0.150 0.110 0.090 0.150 0.110 0.120 0.090
0.090 +
' 6: 0.090 0.090 0.080 0.080 0.080 0.080 0.100 0.100
0.100 + ,
7: 0.100 0.100 0.090 0.080 0.080 0.080 0.060 0-.060
0.060 +
' 8: 0.060 0.060 0.060 0.060 0.050 0.050 0.040 0.090
0.040 +
9: 0.090 0.040 0.040 0.040 0.040 0.040 0.040 0.040
' 0.040 +
10: 0.040 0.040 0.040 0.090 0.040 0.090 0.040 0.040
0.040 +
11: 0.040 0.040 0.040 0.040 0.040 0.040 RET
Step time 15.00 Minutes
Total in original hyetograph 1.79 Inches
Total volume rain in roduction h eto ra h
A Y 4 P 1.79 Inches
' Maximum intensity 0.76 Inches/Hr
----- - END OF SUB-F ILE ------
6: NEW BUILDING ADDITION STORMWATER TO WETPOND
' 7: 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
D/d 0.00500
0.9000
Maximum diameter 132.00 Inches
6: SCS 1.80, 0.60, 98, 80, 20, 0.01, 220
' Computed 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 87.49 ~-
Peak CES rainfall falling on impervious 0.83 Cu Ft/Sec
Peak CFS runoff from impervious 0.66 Cu Ft/Sec
Equivalant "C" off impervious 0.79
' Total rainfall falling on pervious 4678.34 CuFt
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C:\HYDRA\CMD\ HYDRA Version 5.85
' j.w.morrissette & associates Page 3
C:\HYDRA\CMD\TCCUB2N6.CMD 6:91 13-Jul-107
' TCCU - STORMWATER DESIGN
Pervious runoff 1195.77 Cu Ft
Portion off pervious 29.99 8
Peak CFS rainfall falling on pervious 0.55 Cu Ft/Sec
' Peak CFS runoff from pervious 0.0306 CuFt/Sec
Equivalant "C" off pervious 0.0555
Total rainfall falling on segment 11695.86 Cu Ft
' Total segment runoff 7262.05 Cu Ft
Portion off segment 62.26 $
Peak CFS rainfall falling on~segment 1.38 CuFt/Sec
Peak CFS runoff from segment 0.67 Cu Ft/Sec
' Equivalant "C" off segment 0.98
9: DPI 62 399.15 399.3 342.05 390.5 10
Length 62.00 Feet
Ground elevation up 344.15 Feet
' Ground elevation down 394.30 Feet
Invert elevation up 392.05 Feet
Invert elevation down
Minimum diameter 340.50 Feet
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 CuFt/Sec
Storm flow (no SF) 0.668 Cuft/Sec
Design flow including SF 0.668 Cuft/Sec
' Combined SF 1.000
Design diameter ~ 10.00 Inches
Invert elev up 342.05 Feet
_ Invert elev down 340.50 Feet
' Slope 0.0250
Depth of fluid in pipe 3.20 Inches
d/D 0.320
' Partial flow velocity 4.293 Feet/Sec
10: RED (0/0, 7126/0.48)
11: RES 395, 390, 345, OVER
Number of points on Volume/Discharge curve 2
Maximum capacity of reservoir INFINITE
Inlet elevation 395.00 Feet
Outlet elevation 340.00 Feet
Link number 2
@Adding Sto into Event
@Adding Diurnal into Design
' @Adding Event into Design
Average Design Flow 0.00 CuFt/Sec
Storm flow (no SF) 0.668 Cuft/Sec
Design flow including SF 0.668 Cuft/Sec
1
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C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 4
C:\HYDRA\CMD\TCCUB2N6.CMD 6:91 13-Jul-107
TCCU - STORMWATER DESIGN
Combined SF' 1.000
12: END
C:\HYDRA\CMD\ HYDRA Version 5.85
j-w-morrissette-&-associates------------------------- ------ --- - -page----5
C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107
' TCCU - STORMWATER DESIGN
------ S U M M A R Y O F A N A L Y S I S------
' Run number on command file 1
Number of links 3
~ Number of hydrographs 40
' Total sanitary population 0
Total sanitary area 0.00 Acres
Total storm area 1.80 Acres
Number of pumps 0
' Number of reservoirs 1
Number of diversion structures 0
Number of inlets 0
Length of new pipe 62.00 Feet
' Length of existing pipe 0.00 Feet
Length of channel 0.00 Feet
Length of gutter 0.00 Feet
' Length of transport units 0.00 Feet
Length of pressure pipe 0.00 Feet
' X Fil
es
Closing DBF and ND
1
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APPENDIX C
Commercial Stormwater Facilities
1
1
Maintenance Agreement
'
COMMERCIAL/INDUSTRIAL
' AGREEMENT TO MAINTAIN
STORMWATER FACILITIES AND TO IMPLEMENT A
POLLUTION SOURCE CONTROL PLAN
' BY AND BETWEEN
TWIN COUNTY CREDIT UNION
ITS HEIRS, SUCCESSORS, OR ASSIGNS
' (HEREINAFTER "OWNER")
AND CITY OF YELM
' (FEREINAFTER "JURISDICTION")
' ti
f
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The upkeep and maintenance of stormwater facilities and the implementat
source control best management practices (BMP) is essential to the protection of water
resources. All property owners aze expected to conduct business in a manner that
promotes environmental protection. This Agreement contains specific provisions with
respect to maintenance of stormwater facilities and use of pollution source control BMP.
'
LEGAL DESCRIPTION:
Pazce] 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
ftuther the goals of the JURISDICTION and to ensure the protection and enhancement of
water resources, the JURISDICTION and OWNER hereby enter into this Agreement.
' The responsibilities of each party to this Agreement aze identified below.
' OWNER SHALL:
(1) Implement the stormwater facility maintenance program included herein as
' Attachment "A".
(2) Implement the pollution source control program included herein as Attachment
.,B..
(3) Maintain a record (in the form of a logbook) of steps taken to implement the
' programs referenced in (1) and (2) above. The logbook shall be available for
inspection 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 action, 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
1
' as necessary. OWNER is encouraged to photocopy the individual checklists in
' Attachment "A" and use them to complete its inspections. These completed
comprise the monthly logbook.
in combination
would then
kli
t
h
,
,
ec
s
s
c
(4) Submit an annual report to the JURISDICTION regarding implementation of the
' programs referenced in (1) and (2) above. The report must be submitted on or
before May 15 of each calendar 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
' programs referenced in (1) and (2) above. A photocopy of the applicable
sections of the logbook, with any additional explanation needed, shall
normally suffice. For any activities conducted by paid parties not
' affiliated with OWNER, include a copy of the invoice for services.
(d) An outline of planned activities for the next year.
THE NRISDICTION 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 pennit,.at no charge to OWNER.
' (2) Review the annual report and conduct a minunum of one (1) site visit per yeaz 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 stormwater 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 set a
reasonable time in which such work is to be completed by the persons who were
given notice. If the above required maintenance and/or repair is not completed
'
1
' within the time set 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 incun•ed expenses. The Jurisdiction
may also revoke stormwater utility rate credits for the quality component or
' invoke surchazges to the quantity component of O WNER bill if required
maintenance is not performed.
' (2) If at any time the JURISDICTION determines that 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 1 and/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 receipt 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 grants 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 orrepair work described herein.
1
1
1
This Agreement is intended to protect the value and desirability of the real property described
above and to benefit all the citizens of the Jurisdiction. It shall run with the land and be binding
on all parties having or acquiring from OWNER or their successors any rights, title, or interest in
the property 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 property or any part thereof, or interest therein, and
to the benefit of all citizens of the JURISDICTION.
Owner
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 arid acknowledge the said instrument to be the free and voluntary act
and deed for the uses and purposes therein mentioned.
Given under my hand and official seal this day of , 200_.
Notary Public in and for the State of
Washington, residing in
Dated at ,Washington, this day of , 200_
STATE OF WASHINGTON )
)SS
COUNTY OF THURSTON )
On this day and year personally appeared before me,
who executed the foregoing instrument and acknowledge the
said instrument to be the free and voluntary act and deed of said Municipal Corporation for the
uses and purposes therein mentioned and on oath states he is authorized to execute the said
instrument.
Given under my hand and official seal this day of , 200_,
Notary Public in and for the State of
Washington, residing in
APPROVED AS TO FORM:
INSTRUCTIONS FOR PERSON MAINTAINING
STORMWATER SYSTEM
The following pages describe the maintenarice needs of the stormwater conveyance,
t 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
t accordance with the Maintenance Checklists included as Attachment "A" at the reaz of
this document. Use the suggested frequency indicated on the left side of the Checklist
Forms:
(1) Monthly (Nn from November through April.
1 (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 are unsure whether
a situation you have discovered may be a problem.
1
ATTACHMENT "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 aze actions taken by a person or business to reduce the amount
of pollution reaching surface and ground waters. Controls, also called "best management
practices" (BMPs),include:
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 stormwater treatment azea)
1 Pollution source controls aze needed because of the contamination found in runoff from
residential areas and the effect of this contamination on aquatic life and human health.
Reseazch 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 azeas and swimming azeas, mortality of young fish and other aquatic
' organisms, tumors on fish, and impairment offish reproduction.
MATERIALS USED AND WASTES GENERATED
Of particular concern are drives and parking azeas. Because of heavy vehicle usage, the
concentration of oil and grease in stormwater may exceed the Ecology guidelines of 10 .
' 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:
' 1. Warning signs (e.g., "Dump No Waste--Drains to Stream") shall be painted or
embossed on or adjacent~to all storm drain inlets. They shall be repainted as
needed. Materials needed to undertake 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 in a proper
manner. Contact the local governing jurisdiction for inspection prior to
completing this task.
3. No activities shall be conducted on site that aze likely to result in short-term,
highly concentrated dischazge of pollution to the stormwater system. Such
activities may include, but aze not limited to, heavy vehicle maintenance, and
cleaning of equipment used in the periodic maintenance of buildings and paved
' surfaces.
4. Use of pesticides and fertilizers shall be minimized.
5. Do not dump paint, solvents, oils, or other such substances, including landscape
waste, into storm drains or ponds.
Ponds
' There aze 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 Pond Quartedy Dumping of yard wastes such as grass Remove trash and debds and dispose of
clippings and branches into basin. Presence of properly.
lass, lastic, metal, foam, and coated 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 spray chemipls on vegetation without
stinging nettles, devilsclub. obtaining guidance from WSU Cooperative
Extension and approval from the City or
Coun .
Entire Pond Quarterly Presence of chemicals such as natural gas, oil, First, try and locate the source of the pollution.
and gasoline, obnoxious color, odor, or sludge. Then call the Moderate Risk Waste program at
Thurston County Environmental Health to
re ort the hazard.
Entire Pond Quarterly Sparse, weedy, or overgrown grass in grassy For grassy ponds, selectivety thatch, aerate,
(drylinfiltration) ponds. Presence of invasive and re-seed ponds. Grass should be kept less
species or sparse growth of plants in wet than B inches high. For wet ponds, hand-plant
ponds. nurseryyrown wetland plants in bare areas.
Contact WSU Cooperative Extension for
guidance on invasive species. Pond bottoms
should have uniform dense coverage of desired
plant species.
Entire Pond Quarterly Any evidence of rodent holes if your facility is Destroy rodents and repair the dam or berm.
acting as a dam or berm. Water should not be Contact the Thurston County Health
able to Flow throw h rodent holes. De artment for uidance.
Entire Pond Quarterly Insects such as wasps and hornets interfering Destroy or remove insects. Contact WSU
with maintenance activities, or mosquitoes Cooperative Extension for guidance.
6ecomin a nuisance. '
Entire Pond Annually Ensure that trees are not interfering with Prune tree limbs to allow for maintenance.
maintenance (i.e., mowing, silt removal, or Some trees may be cut for firewood.
access.
Inlet Annual)
Y a e sure t at a riprap un .er t e in et pipe is
intact and that no native soil is exposed. Also Re lace rocks or clean out sediment.
P
check for accumulations of sediment more than
'h the height of the rocks.
Outlet Quarterly The rip rap overflow should be intact and clear ep ace np rap i mrssmg. emove any tras o
of debris. Water should be able to flow freely debris and dispose of properly.
' throw h Overflow.
Side Slopes Annually Check around inlets and outlets for signs of Try and determine what has caused the
erosion. Check berms for signs of sliding or erosion and fuc it. Stabilize slopes by
settling. Action is needed where eroded reinforcing the slope with rock, planting grass,
damage is over 2 inches deep and where there or cempacting the soil. Contact WSU
is potential for continued erosion. Cooperative Extension for guidance on slope
reinforcement.
Storage Area Annually Check to see ff sediment is building up on the ~ Clean out the sediment and reseed the pond if
pond bottom. A buried or partially buded outlet deemed necessary to improve infiltration and
structure or very slow infiltration rate probably control erosion.
indicates si n~cent sediment de osits.
Dikes Annually Any part of the dike that has settled Build the dike back to the original elevation.
si nificantl .
Emergency Annually Check to see that the rip rap protective area is Replace rocks so that all native soil is cevered.
OverFlowl intact. If any exposed native soil is present you
S illwa should re air it.
Under Drain) Quartedy Check to see that the pond is drained during Clean drains by pressure jetting through
Monitoring periods of no rein. If pond retains water, check cteanouts provided at the end of the under
Ports monitoring ports of under drain system. If drain laterals provided. Call a professional
under drains are full, drains re wire cleanin en ineer and Thurston Count Is ersists.
Catch Basins and Inlets
These structures are typically located in the streets and public rights-of--way. Local
jurisdictions are responsible for routine maintenance of the pipes and catch basins in
rights-of--way, while you are responsible for keeping the grates clear of debris in all areas
as well as pipes and catch basins in private azeas.
Part of Catch When to What to Check For What to Do
Basin to Check it
Check
Catch basin Dudng and after Trash or debris accumulating in front of the Remove blocking trash or debris
opening major storms catch basin opening and not allowing water to with a rake and clean off the
flow in. rate.
Catch basin Quartedy Sediment or debris in the basin should be kept Clean out the vetch basin of
under 50% of the depth from the bottom of the sediment and debris.
pipe to the bottom of the basin. Use a long
stick dr broom handle to poke into sediment
and determine de lh.
Inlet and outlet Quarterly Trash or debris in the pipes should not be Clean out inlet and outlet pipes
pipes more than il5 of its height. Also, there should of trash or debris.
not be any tree roots or other vegetation
rowin in the i es.
Inlet and outlet pipe Annually There should be no cracks wider than'h inch Repair cracks or replace the
'joints and longer than 1 foot at the joint of any inlet joints.
' or outlet pipe. Also check for evidence of '
sediment entering the catch basin through
cracks.
Grate Quarterly The grate shoultl not have cracks longer than 2 Replace the grate.
inches. There should not be multiple cracks.
Frame Quarterly Ensure that the frame is sitting flush on top of Repair or replace the frame so it
the cenuete structure (slab). A separation of is flush with the slab.
more than'/, inch between the frame and the
stab should be corrected.
Catch basin Annually Inspect the walls of the basin for cracks wider Replace or repair the basin.
than''/x inch and longer than 3 feet. Also check Contact a professional engineer
for any evidence of sediment entering the for evaluation.
catch basin through cracks. Determine
whether or not the structure is sound.
Catch basin ~ Quarterly There should be no chemicals such as natural Clean out catch basin. Contact
gas, oil, and gasoline in the catch basin. your local jurisdiction or
Check for obnoxious color, odor, or oily sludge. Thurston County Environmental
' Health if you detect a color,
odor, or oily sludge.
OiUWater separator Quarterly Water surface in catch basin has significant Remove the catch basin lid and
(downturned
"
' sludge, oil, grease, or scum layer cevering all
rf skim off oil layer. Pour oil into a
seal
osable container
dis
elbow or
T
in or most of the water su
ace. ,
p
catch basin) container, wrap securely in
newspaper, and place in trash.
Water surface should be clear
of oiy layer.
Pipe Elbow Quarterly Top or bottom of pipe appears to have broken Remove the catch basin lid and
off. Check for any apparent damage and examine the pipe for damage. If
check to see if it's plumb. broken, hire a contractor to
replace pipe in accordance with
approved plans on file with your
local lunsdiction.
' 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 bamcade is constructed.
Part of When to What to Check For What to Do
Fencing, Check it
Shrubbery,
or Gate to
Check
Fence or Quarterty Inspect the fence or screerto ensure that it Mend the fence, repair
shrubbery blocks easy entry to the facility. Make sure erosion, or replace the
sveen erosion hasn't created an opening under fence. shrubs to form a solid
harder.
Shrubbery Quarterly Shrubbery should not be growing out of control Trim and weed shrubbery to
screen or infested with weeds provide,appealing
aesthetics. Do not use
chemicals to control weeds.
Wire Fences Annually Look along the length of the fence and
nt
f
li
f
t Straighten posts and rails if
necessary
gnme
.
a
it is ou
o
determine i .
Wire Fences Annually Missing or loose tension wire. Replace or repair tension
wire so it holds fabric.
ep ace or repair ar e
Wire Fences Annually Missing or loose barbed wire. wire so that it doesn't sag
between posts.
Wire Fences Annualy Check for rust or scaling. Paint or coat rusting or
scaling parts with a
protective coating.
Wire Fences Quarterly Ensure that there are no holes in the fabric or Repair holes so that there
fencing. are no openings in the fabric
or fencing.
Gate Quarterly Ensure that the gate is not broken, jammed, or Repair or replace the gate to
missing and that it opens easily. allow entry of people and
maintenance equipment. If
a lock is used, make sure
you have a kay.
' Conveyance Pipes, Ditches, and Swales
Part of When to What to Check For What fo Do
System to Check it
Check
Pipes Annually Accumulated sediment should not exceed 20% Clean out pipes of all
of the diameter of the pipe. Vegetation should sediment and debns.
not reduce free movement of water through Remove all vegetation so
pipes. Ensure that the protective coating is not that water flows freely
damaged and rusted. Dents should not through pipes. Repay or
significantly impede Flow. Pipe should not
have major cracks or tears allowing water to replace pipe.
leak out. '
Open ditches Quarterly There should not be any yard waste or litter in~ Remove trash and debris
the ditch. and dispose of them
properly.
Open ditches Annually ~ Accumulated sediment should not exceed 20% Clean out ditch of all
of the depth of the ditch. sediment and debris.
Open ditches & ~ Annually Check for vegetation (e.g., weedy shrubs or
the free movement of
th
t
d
li Clear blocking vegetation so
that water flows treaty
Swales a
re
uces
sap
ngs)
water through ditches or Swales. through, ditches. Grassy
vegetation should be left
alone.
Open ditches & Quarterly Check around inlets and outlets for signs of Eliminate causes of erosion.
Stabilize slopes by using
Swales erosion. Check slopes for signs of slougghing
here erodetl
Acti
i
d
d
li appropriate erosion control
w
on
s nee
e
ar sett
ng.
damage is over 2 inches deep and where there measures (e.g., reinforce
is potential for continued erosion. with rock, plant grass,
com act soil.
Open ditches & Annually Native soil beneath the rock splash pad, check Replace rocks to design
Swales dam, or lining should not be visible. standard.
Swales Quarterly Grass cover is sparse and weedy, or areas are Aerate soils and reseed and
overgrown with woody vegetation. mulch bare areas. Keep
grass less than 8 inches
high. Remove woody
growth, regrade, and reseed
as necessary.
Swales Quarterly Swale has been Fllled in or blocked by shed, If possible, speak with
woodpile, shrubbery, etc. homeowner and request that
the Swale area be restored.
Swales Annually Water stands in Swale or flow velocity is very A survey may be needed to
slow. Stagnation occurs. check grades. Grades need
to be in 1-5°~ range if
possible. If ggrade is less
than 1%, underdrains may
need to be installed.
' Grounds and Landscaping
Part of When to What to Check For What to Do
Grounds to Check it
Check
landscaped Quartedy. Weeds growing out of control in landscaped Pull weeds by hand, if
Areas area. possible, to avoid using
chemical weed controls.
Landscaped Quarterly CheGc for any presence of poison ivy or other Remove poisonous
Areas poisonous vegetation or insect nests. vegetation or insect nests that
are present in landscaped
area.
Landscaped Quarterly There should not be any yard waste or litter in Remove and dispose of litter
Areas landscaped areas. properly
Landscaped Quartedy Noticeable rills are seen in landscaped areas. Identity the causes of erosion
Areas and take steps to slow down
• or disperse the water. Fill in
wntour, and seed area.
Trees and Annually Limbs or parts of trees or shrubs that are split Trim trees and shrubs to
shrubs or broken. restore shape. Replace
severely damaged trees and
shrubs.
Trees and Annually Trees or shrubs that have been blown down or Replant trees or shrubs,
shrubs knocked over. inspecting for injury to stem or
roots. Replace if severely
damaged.
Trees and Annually Trees or shrubs that are not adequately Place stakes and rubber-
Shrubs supported or are leaning over, causing waled ties around young
exposure of the roots. trees/shrubs for support.
Access Roads and Easements
Area to When to What to Check For What to Do
Check Check it
General One Time Check to determine if there Is enough access If there is not enough
to your stormwater facilities for maintenance access, check with your
vehicles. local jurisdiction to
determine whether an
easement exists. If so, a
maintenance road may need
to be constructed there.
Access road Quarterly Debris that could damage vehiGe tires (glass Clear all potentially
or metal). damaging debris.
Access road Annually Any obstructions that reduce clearance above Clear along and over
and along the road to less than 14 feet. roedway so there is enough
clearance.
Road surface Annually Check for potholes, ruts, mushy spots, or Add gravel or remove wood
woody debris that limit access by maintenance as necessary.
vehicles.
Shoulders and Annually Check for erasion along the roadway. Repair erosion with
ditches additional soil or gravel.
Drywells, French Drains, or Downspouts
Part of
System to
Check When to
Check it What to Check For What to Do
Downspout Annually Water overflows from the downspout over the F'i
spou
s end d
w
tte
ground. n
ts.
o
u
r
'
t solve the
this doesn
problem you ma need to
install a bigger dyrywell.
Roof Annually Moss and algae are taking over the shadier Disconnect the flexible
parts of the shingles. p
o the d~elout that
ds
e
l
t
a
Pertorm moss removal as
desired. Pressure wash
or use fatty acid solutions
f
ighly toxic
instead o
pesticides or chlorine
bleach. Install a zinc strip
as a preventative.
APPENDIX D
Thurston Region
Stormwater Facilities Summary
TIIIJRSTON 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)
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:
Project Owner:
Project Contact:
Address:
Telephone:
Project Proponent:
Address:
21724120300
Twin County Credit Union Addition
Twin County Credit Union
Robert E. Tauscher, P.E.
1700 Cooper Point Rd SW, Olympia, WA 98502
(360) 352-9456
Jeff Kennedy
PO Box 718, Olympia, WA 98507-0718
Telephone: (360) 357-9917, Ext. 4402
Project Engineer: Robert E. Tauscher, 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, Parking Lot, Fire Lane and
Access Roads (Acres): 0.051
Disturbed Pervious Areas (Acres): 1.171
Lattice Block Paving (Acres): N/A
Public Roads (Acres):
Disturbed Area Total (Acres):
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
0.00
1.171
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
Enter a check mark and number, i,e.; one (1), for the type of facility:
Wet Pond Detention 1
Wet pond water surface area, acres 0
Dry Pond Detention 1
'
Underground Detention: 0
Infiltration Trench: 0
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: 0
Oil/Water Separator: 0
Single Orifice: 0
Multiple Orifices: 0
Weir: 0
Spillway: 0
Pump(s): 0 .
Other:
PART 7-Basin 1 -Release to Groundwater
Design Percolation Rate to Groundwater: 10 in/hr
PART 6 -Basin 2 -Facility Description
Area Tributary to Facility Including Offsite (Acres): 1.80 Acres
Total Onsite Area Tributary to Facility (Acres): 1.80 Acres
Design Impervious Area Tributary to Facility (Acres): 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:
Wet Pond Detention 1
Wet pond water surface area, acres 0
Dry Pond Detenfion 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: 0
Oil/Water Separator: 0
Single Orifice: 0
Multiple Orifices: 0
Weir: 0
Spillway: 0
Pump(s): 0
Other:
PART 7-Basin 2 -Release to Groundwater
Design Percolation Rate to Groundwater: 10 in/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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1
2
APPENDIX G
1
1
~ ENGINEER'S ESTIMATE
1
1
1
~ ~ ~ ! ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
TWIN COUNTY CREDIT UNION
YELM BRANCH SITE IMPROVEMENTS
ENGINEER'S ESTIMATE
BASE BID
Bid Item Approx Bid Item Unit '
Number uanti Unit Price Total Price
1 1 Mobilization L.S. $25,000.00 $25,000.00
2 1 Clearin & Grubbin L.S. $5,000.00 $5,000.00
3 1~ Triimnin & Cleanu L.S. $2,000.00 $2,000.00
4 390 Saw Cuttin L.F. $3.00 $1,170.00
5 155 Ballast Ton $15.00 $2,325.00
6 38 Crushed Surfacin To Coarse Ton $18.00 '$684.00
7 80 As halt Concrete Pavement Ton $85.00 $6,800.00
8 150' Silt Fence L.F. $7.00 $1,050.00
9 103 Cement Concrete Barrier Curb L.F. $18.00 $1,854.00
10 1,580 Cement Concrete Sidewalk S.Y. $22.00 $34,760.00
L 1 1,666 Cement Concrete Pavement S.Y. $42.00 $69,972.00
12 503 Structural Excavation, Class B ~ C.Y. $15.00 $7,545.00
13 2,346 6"PVC Roof Drain Pie L.F. $15.00 $35,190.00
14 1,324 Remove Concrete Planters S.F $8.00 $10,592.00
IS 7,975 Remove As halt S.F. $8.00 $63,800.00
16 4 Remove and Relocate Outside Li htin Ea. $1,500.00 $6,000.00
17 1 Reduced Pressure Backflow Device Ea. $7,000.00 $7,000.00
18. 1 2-Inch Reclaimed Water Gate Valve Ea. $400.00 $400.00
19 1 1-1/2" Reclaimed Water Irri anon Meter Ea. $5,000.00 $5,000.00
20 2 Reclaimed Water Fittings Ea. $350.00 $700.00
21 1 Pavement Markin s L.S. $5,500.00 $5,500.00
22 5 Dirtra Erosion Control Catch Basin Inserts L.S. $800.00 $4,000.00
23 33 Ecolo Blocks Each $150.00 .$4,950.00
24 1 Roof Dr ell L.S. $1,500.00 $1,500.00
Base Bid Subtotal $302,792.00
Sales Tax @ 8.4 % $25,434.53
Total Base Bid (Incl. Sale Tax) $328,226.53
1 of 1
1
1
1
1
1
0
1
1
1
APPENDIX H
HOWARD GODAT
1VIAIN~ENANCE PLAN
1
1
i
1
1
TWIN COUNTY CREDIT UNION
Branch Office
1105 Yelm Avenue
Yelm, Washington
Drainage. Report
Proponent: Twrn 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
(360) 943-1599
Date: September 23, 1996
Revised: November 12, 1996
Revised: April 14, 1997
1
1
TABLE OF CONTENTS
DRAINAGE REPORT
1
1
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 1X -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
i
L~
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 U NIT COST A MOUNT
'
CB Type 1 5 Each $ 750.00 $ 3,750.00
8" PVC
8" PVC Pipe w/CDF 37 L.F.
145 L.F. $
$ 6.00
12.00 $
$ 222.00
1,740.00
10" PVC Pipe 38 L.F. $ 9.00 $ 342.00
' 10" PVC Pipe w/CDF
12" PVC Pipe 160 L.F.
115 L.F. $
$ 18.00
12.00 $
$ 2,880.00
1,380.00
Wet Pond A Lump Sum $ 750.00 $ 750.00
Wet Pond B Lump Sum $ 8,600.00. $ 8,600.00
' Infiltration Trench 75 L.F. S 33.00 $ 2,475.00
Infiltration Pond 1 Each $ 2,600.00 $ 2,600.00
'
TOTAL: $24,739.00
IX. Operations and Maintenance Plan
The Operation & Maintenance of the onsite drainage facilities 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 maintenance 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
1
INSTRUCTIONS
1 The following pages contain maintenance needs for most of the components that are part of
your drainage system, as well as for some components that you may not have. Let us know
if there are any components that are missing from these pages. Ignore the requirements that
do not apply to your system. You should plan to complete a checklist for all system
components on the following schedule:
' (1) Monthly from November through April.
(2) Once in late summer (preferably September).
(3) After any major storm (use 1-inch in 24 hours as a guideline), items marked "S" only.
Using photocopies of these pages, check off the problems you looked for each time you did
' an inspection. Add comments on problems found and actions taken. Keep these "checked"
sheets in your files, as they will be used to write your annual report (due in May). Some
items do not need to be looked at every time an inspection is done. Use the suggested
frequency at the left of each item as a guideline for your inspection.
' You may call the 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.
L
IJ
,.
u
1
C
ATTACHMENT "A" (CONTINUED)
Maintenance Checklist for Infiltration Systems
Fmquency Drainage System . J Pmhlem Condhnns tp Check Far COnd1110n9 Thal ShOUId EJ119
Fevure
M,S General - Trash 8 dehns Sea Maimerwnca Chedtat for Ponds. See Meimenance.ChecNlst ter Ponds.
bwldllp in and '
M Poaarout vegetazan See Maimenanca Cherxlen for Ponds. See Meimenance Cheddiv for Ponds.
M.S Fre hazard ar Sea Maimenance Chedalst for Ponds. ~ Sae Meimerunce Cherklin for PanOS.
oclltnian
M Vegemdan not See Maimenance Chadtlisl tar Ponds. See Mvmenanca Checklst tar Panes.
gmwug ar Is
eVBlgreWn
M Rodem holes Sea Maimerwtce CheddSt Icr Ponds. Sea Meirnerunce Checklst for Ponds.
,M Insects Sea Maimenance Chetldst tar Ponds. See Maimenance Cherhfat for Ponds.
A Storage area Sedimem huildw in A Sall IB%lere Ieel Ind1UIB91aLlllly ~a fql WOII(Ing ar 16 Sedimem s removed antllor laciflry a cleaner so
system cesigneo capaoiiioes or was incortemry desgned. Thar irnihratron system woda flccoming m cesgn.
A sadimem Imppirg area a installer to recuca
sadimam ttansoon imo infilwdon area
p Slrrage area drarre A sail texture test indicates lacilhy is nor workingat to Addmarul volume is added mrougn excavatnn ro
slowN Imore than 48 desirned caoahrtrdes rr was incrnanN desgnad. provide neerar arrnge. SoD a aerarea am
houm ar ovrnlrws rototilled to imorwa drarnaga. Comact me Cary for
inlolmatwn on ns requtremena regeratng
excavalwn.
M Sedimem trapping Airy seoimem and tlehre lilting ales m 10%rl deom Clean out sump to design tlepth.
area ham sump honrm to ranom of rmlat pipe ar ohsmwrng
flow imo the connemar rioe.
One Lme Sedimem ttaoping Smrmwarer emers inhhmhrn area direary withotn Add a trooping ame by coratmming a sumo ror
area not presern Ireazmem. seining of salios. Sagregata setting area tmm
rest of lacilhy. Contact C'M for guidarx:e.
M Rock tillers Setlimem and dehrs By visual itapattan lima ar no water flaws Ihmugh liher Replace gmvel in mCt liher.
dunrg heavy mm smlms.
I you are artrre whether a pmhem BX66, please Crnfa~ IhB JUrsdimion and ask for laennltal SS61anCe.
Commence:
Kev
A =Annual IMamh rr Ppol prefanatl)
M = Montltry (sae scnerulel
5 =Alter major storms
Maintenance Checklist for Ponds
Frequency Drainage System
Fearwe ~ Problem Contldlons m Check Far Candnbns That Should Fxisl
M.S General Trash d debds bmldW
in poM. Dumpxx] of yard wades such u grass clippings aM
hrancMS lino basin. UregtnN azpumularan pt nom
degraaaeb marenas such u glass. plasix:, metal loam. . Remove each and debre w depose u
prascrbM by Ciry Wute Maragement Sambn.
and waretl Dauer,
M.S Trash reds plugged or
musing Bar careen over Dulls! more Ilan 25Y covered by dehre
pr mtssing. Replace screen. Remove trash and debris aM
depose u prescnhed by Chy Waste Mwgement
Sectbn.
M - Ppeorocs vegetarpn Arry polsoruus vegetarnn witch may wremule a hazartl
to IM plnlic. Examples al ppsomus vegelarun include:
urey mg+mM1 poison oak meginq nenles. oevleclub. Remove oosonous vegalunn. Do rot spray
chemlws pit vegelatan wlmpta obtaining
g~ ~m ~ml~m r~oC~ xa Enerean Servke
M.$ Ere hazaN or pollmpn Presanw pl chemicals such u natural gu. oli. and
gasoline, ohraxlols cmor, ptlar. or sludge nplM. FiM soumu of pplludpn ens eliminate them.
Water s iraa Irom wix;eehla wbr. odor, or
cpmammarwn.
M ~ Vegetapon npl grewing
or s overgrown far grasry ponds, grass cover s sparse and weedy pre
wergrvwn. For wedaM ppMS ptams are sparse ar
irNU,ve species are prestun. for grasry poMS. selectrvery Inarcn, unite, and
reseed ppnos. Grass cuning unnepanaN unkass
dimared by aesmetrs. Far wermM ponds. haM~
plain nursery~grown wellerw piams n hero area.
Conan Ina Ccoperawa EAensnn Servba lar
dirowon pit Iwuxe spumes stx:n as purple
hpsulrtls aM reed canary grass. Ppnd 6odoms
shpus have unrfprm dares coverage of duire¢
plain sauces.
M Rodem Mles Any evdence of mdem hales d lachiry Is acting u a dam
pr harm. or arty whence pl water pplrg Through dam or
harm vu mdem Mss. Rpdems oestrovM and dam or harm reparred.
Cpntam Ina Thurston Cpumy Heats Depamnem
for qudarue.
M Ipsetaa Wnen insets such u wasps utl Mmes intedere whh
maimenuw acwnles. pr when mosquitoes became a Insects desvoyatl or rempvad hom aiia. Contain
GpoperarNa E%lensxln Serviw for gpdance.
np15a11pB.
A Tree grovnn Tree grovAh does not aVaw marmenanca access or
imerferss wM maimenarca amNiry lie., slope mowing,
sill removah pr aqupmem mwemensl. H Trees are npl Trees do not hinder maimetarlw anNdbs.
Selemwary cuhHete trees such u alders tar .
firowoop.
imedenng whh across, leave Dees oboe.
M Side slopes of poM Erosion pit hertns araz
emrancalexrt CMa amurd lobs and olnlas for signs pl erosion.
CMck berms for sigre of slidirq or ufding. Awsn's
nestled wMre ended tlamaga war 2 inches deep aM
wMre mare's polanoal lac cominuetl emsbn. Fnd causes of emsbn and helyvnw>~ t~MmP Then
sbpes sMWd be stehif¢ed tsi m riate
erosipn wmml meuurelsl: eg, rock
minbrwmem. plandrg of goes. compaction.
M Slprege area $Mimem huildw in
ppnd Accumulated sedimem mai axweds 10Y, pf tM
designed poM tlepth. Buried arpanwlty buried Dulls!
structum probahy inpicares sgnhrarn sedimem Sedimem dunM put tp designed poM shape aM
depm; poM reseedatl rt newssary m wmml
erosipn.
deopsbs
A PoM dices Settlemems Ally part of dice WhX:h ha4 aeplad 4lnphe9 lower !bait
me design elwarbn. Dice shoud be bulb hack s lM design esvedon.
A Emergency
wedbwl Rpdc missing CnN pne layer of mds azure above narea soil in area 5
square Ieei orlaye4 or arty esposum pl Iowa soil. Replace mdse to design mardards
spillway
One Time Emergency
werfbw/ Overrtow missing $ida of poM hu np area wim large nicks to naMle
emergency wedbws. Cantata Ciry for guidance.
spillway
d you ve unsure whether a problem wets, pease cantad [M Juredimron aM ask for technical assstarss.
'COmmens:
Hw
'y A =Annual IMaldl ar Peril presrted)
M = MortmN (see schedule)
S = Nsr mapr stpnns
'.~
ATTACHMENT "A" (CONTINUED)
' Maintenance Checklist for Control Structure/Flaw Restrictor
(structure that controls rate at which water exits facility)
i
1
Crainaga
Candhpns Ta
Gnomons Thar
Fresuarxy Symons
Feazure .J Pro¢lem Check Far Should Exsl
M Structure Trash d dehns Osianw hetvrean debts huildin an¢ bo¢am of ortike All trash and tleons mmwes.
IiIICiWm pram is less man lhlest.
semmeml
Swavml Strumure s rot semuery aaarned m manhole wail antl Swmum mcurery a¢auied to wvl anb outlet pas.
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