Drainage and Erosion Control Report 2004GLACIER NORTHWEST
Drainage and Erosion Control Report
Proponent: Glacier Northwest
Thomas G. Hanson, P.E.
Manager Washington Division Environmental
P.O. Box 1730
Seattle, WA 98111
Phone: (206) 768-7612
Fax. (206) 764-3012
Prepared By: Robert E. Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
1700 Cooper Point Road SW, #B2
Olympia, WA 98502
Phone: (360) 352-9456
Fax. (360) 352-9990
Submitted: March 2004
TABLE OF CONTENTS
L DRAINAGE REPORT
Section 1
- Project Description 1
Section 2
- Existing Conditions 2
Section 3
- Infiltration Rate/Soils Report 2
Section 4
- Wells 2
Section 5
- Fuel Tanks 2
Section 6
- Sub -basin Description 2
Section 7
- 100 Year Flood 3
Section 8
- Aesthetic Considerations 3
Section 9
- Facility Sizing and Downstream Analysis 3
Section 10 - Covenants, Dedications, and Easements 4
Section 11
- Articles of Incorporation 4
II. EROSION CONTROL REPORT
Section 1 - Sequence 5
Section 2 - Trapping Sediment 5
Section 3 - Permanent Erosion Control 5
Section 4 - Geotechnical Report 6
Section 5 - Inspection 6
Section 6 - Control of Pollutants Other than Sediment 6
III. APPENDIX
A. Soils Report
B. Hydraulic Analysis
C. Thurston Region Stormwater Facilities Summary
F. Basin Map
F. Site Plan
Glacier NW
Preliminary Drainage and Erosion Control Report
JWM&A # 04112
PROJECT ENGINEER'S CERTIFICATE
"I HEREBY CERTIFY THAT THIS PROJECT, GLACIER NW, 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."
66ETa
of
4� �� I
Robert E. Tauscher, P.E.
Jerome W. Morrissette & Associates Inc., P.S.
GIacier NW
Preliminary Drainage and Erosion Control Report
JWM&A # 04112
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aFIRES.0:VV L?
ii
GLACIER NW
CIVII., SITE IMPROVEMENTS
YELM, WASHINGTON
STORM DRAINAGE AND EROSION CONTROL REPORT
PART I. DRAINAGE REPORT
This report has been prepared as part of the requirements for the Construction Plan
Review for the subject site in accordance with the City of Yelm requirements.
Section 1- Project Description:
The proposed improvements consists adding concrete pavement pads to direct
water for reuse on the 5.0 acre site. The site is located on the west side of Rhoton
Road SE in Yelm, Washington, in the Southeast quarter (SE %4) of the Northwest
quarter (NW %4) of Section nineteen (19), Township seventeen (17) North, Range
two (2) East. The property currently is developed with a concrete batch plant.
The site is relatively flat. Attached in Appendix F is a copy of the basin analysis
developed for the Glacier NW site.
Site access will be via an entrance off of Rhoton Road SW. The entrance is
located approximately 900 feet north of the intersection of Photon Road SE and
N.P. Road SE.
The SCS Soil survey maps this area as a Spanaway gravely sandy loam is
excessively draining. The design infiltration rate is 20 inches/hour. This pond is
located on the east side of the lot.
The intent of the stormwater drainage plan is to provide additional facilities to the
site that will prevent the wash water from various process and manufacturing
areas from entering the stormwater infiltration facilities and bare ground without
treatment, and to prevent stormwater runoff drainage from non -contact areas from
mixing with wash water and Portland cement that could enter the infiltration
facilities.
The proposed additional concrete paving is intended to better control the runoff
and direct it to a holding basin to be pump back into the system for reuse.
Section 2 - Existing Conditions:
Glacier NW
Drainage and Erosion Control Report
JWM&A # 04112
The existing site is developed with the runoff is currently sheet flowing towards a
Pond at the northeast comer of the parcel. The east portion of the property
contains storage area for concrete product curing area. The site, measuring
approximately 634' x 330', has moderately flat to flat slopes with an elevation
change from 332 feet at the southwestern corner and 327 at the northeastern
boundary.
Section 3 - Infiltration Rates/Soils Report:
Soils on the site are Iisted in the Soil Conservation Service's Soil Survey of
Thurston County Washington as Spanaway gravely sandy loam (see attached
Appendix A). Typical soils are a black gravely sand near the surface with dark
yellowish brown very gravelly loam occurring within two feet of surface. Soil
mapping indicates that the predominant soil group at this site is `B".
An evaluation of the surficial soils was conducted and a copy of the soils
information is located in Appendix A. The soils report confirms the soil survey
mapping. The soil logs typically indicate sandy gravel to 18-84". The infiltration
rate measured in a falling head test performed 36 inches below the existing
surface is between 46 and 59 inches per hour. A description of the.falling head
infiltration test device used to perform the percolation test and the infiltration tests
results are found in the Soils Report in Attachment A.
Using standard design practice with a factor of safety of two, a design infiltration
rate of 20 in/hr is used for design.
Section 4 - Wells:
A search on the Thurston County Geodata web site was conducted to identify
existing groundwater wells in the vicinity of the proposed project {see attached
Appendix Q. There are no ]mown wells within or near the site. Most residential
and commercial lots are served with city water. No wells will be drilled for these
improvements.
Section 5 - Fuel Tanks:
There is a covered fuel and storage building on the south property line. No
additional fuel tanks will be brought onto the property or installed during these
improvements.
Section 6 — Sub -basin Description:
The sub -basin that contains this site is approximately 5.0 acres in size. A complete
sub -basin analysis was conducted for this project and a copy is located in
Appendix F.
Glacier NW
Drainage and Erosion Control Report
7WM&A # 04112
Section 7 - 100 Year Flood:
The project does not contain or abut a stream and is not in a flood zone.
Section 8 - Aesthetic Considerations;
In general, the overall aesthetic affect of the stormwater facilities on this site will
be consistent with, if not more pleasing than, neighboring areas and should not
detract from surrounding areas.
Section 9 — Facility Sizing and Downstream Analysis:
All stormwater conveyance and detention systems were designed for the 100
Year/24 Hour Design Event. The hydraulic analysis for the on-site stormwater
facilities may be found in Appendix B.
The evaluation performed include pond storage and HYDRA analyses (HYDRA
Version 5.85, July 1994). Copies of the HYDRA Input and Output files and
tables summarizing the site area and pond volume characteristics are included in
Appendix B.
POST IMPROVEMENT SITE CHARACTERISTICS
Total Site Area
5.00
Acres
Pass -Through Drainage Area
0
Acres
Pond Tributary Area
5.00
Acres
Parking and Other Impervious Area
4.15
Acres
Pervious Area (Lawn and Landscape)
0.86
Acres
SCS Data
Hydrologic Soil Group `B"
Curve Numbers
Impervious Areas
98
Landscaped Pervious Areas
85
SYSTEM MINIMUM REQUIREMENTS
Min. Stor. Volume
Req. Stor. Volume per HYDRA
Stormwater Volume provided
Settling Pond Volume
Design Infiltration Rate
System Performance
13,300 CF
14,410 CF
18,781 CF
4,257 CF
1.70 CFS at 20 in/hr with
3,680 sf pond bottom
Glacier NW 3
Drainage and Erosion Control Report
JWM&A # 04112
Based on the HYDRA analyses performed for the 100 Year/24 Hour - Design
Event, the peak flow into the stormwater pond will be 4.50 CFS. The maximum
storage expected in the pond per HYDRA is 14,410 CF, the design infiltration rate
1.70 CFS with a 3,680 SF pond bottom, with a combined volume provided
including the settling basin, infiltration pond. holding basin and concrete re -use
tanks of 15,781 CF. Downstream analyses are not included in this report, as all
stormwater is being detained and infiltrated on site.
Section 10 - Covenants, Dedications, Easements:
Operation and maintenance of the stormwater pond, settling pond and swales will
be the responsibility of the property owner. A Commercial/Industrial stormwater
facilities maintenance agreement prepared for this site is located in Appendix D.
Section 11 - Articles of Incorporation:
The parcel will be privately owned, Articles of Incorporation are not required.
Glacier NW 4
Drainage and Erosion Control Report
7WM&A # 04112
PART H. EROSION CONTROL REPORT
Section 1- Sequence:
The following is the construction sequence for construction of the roadway and
the pond.
1. Rough grade proposed concrete pads.
2. 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
adjacent properties and the existing on-site wetlands.
Measures Taken to Control Sediment:
Entrance is currently concrete pavement for the point of egress
during the construction of the civil site improvements.
Permanent sediment trapping will be accomplished in the swale, where vegetation
will cause soil particles to drop out of solution as the stormwater passes through
the area.
The current entrance is concrete pavement off of Rhoton Road SE at the location
of the existing driveway on the plans. The concrete pavement entrance should
reduce any loss of soil due to vehicle tracking. If a substantial amount of soil is
being deposited on Rhoton Road SE 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 area.
All of the above features of the Erosion and Sedimentation Control Plan, if
installed and periodically maintained, are expected to minimize the potential for
sediment -laden runoff escaping the site and entering the downstream environment
during and after the construction of the project.
Section 3 - Permanent Erosion Control:
Glacier NW
Drainage and Erosion Control Report
JWM&A # 04112
The following measures will be taken for soil stabilization to minimize the
amount of sediment-Iaden runoff entering adjacent properties and the existing on-
site wetlands.
Stabilization of cut and fill areas with hydro seeding and, if
necessary, chopped hay mulching (or jute matting).
Permanent erosion control on this site will be accomplished through the
development of grass groundcover on all unpaved disturbed areas.
Section a - Geotechnical Report:
There are no other incipiently unstable stormwater related conditions within the
project site, hence; no additional soil investigations or analyses are planned.
Section 5 - Inspection:
The construction of stormwater facilities on the subject site will be monitored by
the Owner and the Owner's representative in accordance with the requirements of
the Drainage Manual.
The following is the recommended inspection sequence for the construction of
stormwater facilities described above:
I . At completion of rough grading.
2. At completion of the pond.
Upon completion of the project, the "Engineer's Construction Inspection Report
Form" will be completed by the Licensed Professional Engineer responsible for
providing the above listed inspection services and submitted to the City of Yelm.
Section 6 - Control of Pollutants Other Than Sediments:
Temporary pollutant sources, such as cement truck wash -down waste, fuel
spillage during equipment refueling, and commercial construction waste materials
may develop for short periods during the construction of the roadways, utilities,
stormwater facilities and structures.
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 structure construction, at least 25 feet from the stormwater
facilities.
Construction material stockpile areas should be limited to the immediate vicinity
of the commercial buildings being constructed. Bulk petrochemical storage, in the
Glacier NW
Drainage and Erosion Control Report
JWM&A # 04112
form of gasoline, fuel, oil, lubricants, and other such hazardous fluids will not be
permitted on this site.
Glacier NW
Drainage and Erosion Control Report
JWM&A # 04112
APPENDIX A
Soils Report
APPENDIX A
Soils Report
*
ILLT-
Thurston County, Washington 89
ncluded areas make up about 10 percent of the total
acreage.
Permeability is moderately rapid in the Spana soil.
Wailabie water capacity is moderate. Effective rooting
iepth is 20 to 40 inches. A seasonal high water table is
it a depth of about 12 to 36 inches from November to
kpril. Runoff is slow, and the hazard of water erosion is
;light.
Most areas are used as hayiand and pasture. This
snit is suited to hay and pasture. The main limitations
ire the seasonal high water table and the moderate
rvailable water capacity. Proper-steciring-rates;-pasture
otation, and restricted grazing during wet periods help
o keep the pasture in good condition and protect the
;oil from erosion..Rotation grazing helps to maintain the
luality of forage. Periodic mowing helps to maintain
iniform growth, discourages selective grazing, and
;ontrols weeds. In most years irrigation is needed for
naximum production. Sprinkler irrigation is the best
nethod of applying water. The amount of water applied
;hould be sufficient to wet the root zone but small
:Hough to minimize the leaching of plant nutrients.
. A few ,areas are used as woodland. On the basis of a
00 -year site curve, the estimated site index for
)ouglas-fir is 144:^On the basis of a 50 -year site curve,
I is 110. The estimated growth rate of an unmanaged,
wen -aged stand of Douglas -fir is 150 cubic feet per
acre per year at 60 years of age.
The main limitation affecting the harvesting of timber
s the muddiness caused by seasonal wetness. Use of
vheeled and tracked equipment when the soil is wet
esults in ruts and soil compaction. Unsurfaced roads
ind skid trails are soft and can be impassable when
vet. Logging roads require suitable surfacing material
or year-round use. Rounded pebbles and cobbles for
cad construction are readily available on this unit. The
seasonal high water table limits the use of equipment to
fry. periods. Disturbance of.the-pptective layer of duff
:an be minimized by the careful use of wheeled and
narked equipment. - -- --
Seedling establishment is the main concern in the
production of timber. Reforestation can be
Lccomplished by planting Douglas -fir seedlings. If the
;tand includes seed trees, natural reforestation by red
alder occurs periodically in cutover areas. The seasonal
sigh 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
-stablishment of planted Douglas -fir seedlings.
Common forest understory plants are cascade
)regon-grape, salal, vine maple, western brackenfern,
ind Oregon white oak.
This map unit is in capability subclass lllw.
110—Spanaway gravelly sandy loam, 0 to 3
percent slopes. This very deep, somewhat excessively
drained soil is an 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.
Typieafly,- he-surfeee layer-iek gravelly sandy
loam about 15 inches thick. The subsoil is dark
yellowish brown very gravelly loam about 5 inches thick,
The substratum to a depth of 60 inches or more is dark
yellowish brown extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains; Everett, Indianola, and Nisqually soils
on outwash terraces; and Spana soils in depressions. .
Also included are small areas of Spanaway soils that
have a stony sandy loam surface layer and small areas
of Spanaway gravelly sandy loam that have slopes of 3
to 15 percent. Included areas make up about 20
percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayiand, pasture, or
cropland, as a site for homes, or as a source of gravel.
It is also used ais woodland.
The main limitation affecting hay and pasture is the
low available water capacity. Proper grazing practices,
weed control, and fertilizer are needed to ensure
maximum quality of forage. Rotation grazing helps to
maintain the quality of forage. Periodic mowing helps to
maintain uniform growth, discourages selective grazing,
and controls weeds. Animal manure can be applied
_periodically during the g_r.Q g 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.
Sprinklers can be used, but a slow application rate is
needed to minimize runoff. The amount of water applied
should be sufficient to wet the root zone but small
enough to minimize the leaching of plant nutrients. The
application rate should be adjusted to the available
water capacity, the water intake rate, and the needs of
the crop. Animal manure can be applied periodically
during the growing season. Areas that receive heavy
applications should be harrowed at least once a year.
This unit is well suited to homesites. Pebbles and
cobbles should be removed, particularly in areas used
for lawns. In summer, irrigation is needed for lawn
grasses, shrubs, vines, shade trees, and ornamental
trees. Mulch, fertilizer, and irrigation are rrereded`t'tr` -
establish lawn grasses and other small -seeded plants.
The main limitation affecting septic tank absorption
fields is a poor filtering capacity. If the density of
housing is moderate or high, community sewage
systems are needed to prevent the contamination of
water supplies caused by seepage from onsite sewage
disposal systems. Cutbanks are not stable and are
subject to sloughing.
Douglas -fir is the main woodland species on this unit.
Among the trees of limited extent are Oregon white oak,
lodgepole pine, and red alder. Douglas -fir and Scotch
pine are grown on Christmas tree plantations. On the
basis of a 100 -year site curve, the mean site index for
Douglas -fir is 140. On the basis of a 50 -year site curve,
it is 106. The highest average growth rate of an
unmanaged, even -aged stand of Douglas -fir is 145
cubic feet per acre per year at 65 years of age.
This soil is suited to year-round logging. Unsurfaced
roads and skid trails are slippery when wet. Logging
roads require suitable surfacing material for year-round
use. Rounded pebbles and cobbles for road
construction are readily available on this unit.
Disturbance of the protective layer of duff can be
minimized by the careful use of wheeled and tracked
equipment.
Seedling establishment and seedling mortality are the
main concerns in the production of timber. Reforestation
can be accomplished by plantiag-Douglas4ir seedlingS__. _
If the stand includes seed trees, natural reforestation by
Douglas -fir, Oregon white oak, and lodgepole pine
occurs periodically in cutover area's. Droughtiness in the
surface layer reduces the seedling survival rate. When
openings are made in the canopy, invading brushy
plants can delay the establishment of planted Douglas -
fir seedlings.
Common forest understory plants are cascade
Oregon -grape, salal, western brackenfern, western
swordfern, Indian plum, and Scotch -broom.
Soil Survey
This map unit is in capability subclass IVs.
111—Spanaway gravelly sandy loam, 3 to 15
percent slopes. This very deep, somewhat excessivel,
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
You wisirbrowrrvery -gravefly --
inches thick. The substratum to a depth of 60 inches or
more is dark yellowish brown extremely gravelly sand.
Included in this unit are small areas of Alderwood
soils on till plains and Everett, Indianola, and Nisqually
soils on terraces. Also included are small areas of
Spanaway soils that have a stony sandy loam surface
layer and small areas of Spanaway gravelly sandy loan
that have slopes of 0 to 3 percent: Included areas mak,
up about 20 percent of the total acreage.
Permeability is moderately rapid in the subsoil of the
Spanaway soil and very rapid in the substratum.
Available water capacity is low. Effective rooting depth
is 60 inches or more. Runoff is slow, and the hazard of
water erosion is slight.
This unit is used mainly as hayland or pasture, as a
site for homes, or as a source of gravel. It is also used
as woodland.
The main limitation affecting hay and pasture is the
low available water capacity during the growing season
Proper grazing practices, weed control, and fertilizer arc
needed to ensure maximum quality of forage. Rotation
grazing helps to maintain the quality of forage. Periodic
mowing helps to maintain uniform growth, discourages
selective grazing, and controls weeds. Animal manure
can be applied periodically during the growing season.
Areas that receive heavy applications should be
harrowed at least once a year. in summer, irrigation is
npprlad for maximum p,rortuctirm-aLmQatjorage cmpj.
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 leachinc
of plant nutrients.
This unit is suited to homesites. The main limitation
is the slope. Cutbanks are not stable and are subject to
sloughing. A plant cover can be established and
maintained through proper fertilizing, seeding, mulching.
and shaping of the slopes. Pebbles and cobbles should'
be removed, particularly in areas used for lawns. In
158
Spanaway Series
The Spanaway series consists of very deep,
somewhat excessively drained soils on terraces. These
soils formed in glacial outwash and volcanic ash'. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is 40 to 55 inches, the
average annual air temperature is about 51 degrees F,
and the average frost -free season is 150 to 200 days.
These soils are sandy -skeletal, mixed, mesic Andic
Xerumbrepts.
Typical pedon of Spanaway gravelly sandy loam, 0 to
3 percent slopes, 4 miles southeast of Lacey; about 250
feet west and 400 feet south of the northeast-saraer--a _
sec. 25. T. 36 N.. R. i W.
A-0 to 15 inches; black (10YR 211) gravelly sandy
loam, very dark grayish brown (10YR 3/2) dry; weak
fine granular structure; loose, very friable, nonsticky
and nonplastic: many fine, medium, and coarse
ro.ots: 25 percent pebbles; strongly acid; clear
smooth boundary.
Bw-15 to 20 inches; dark yellowish brown (10YR 3/4)
very gravelly sandy loam, light olive brown (2.5Y
5/4) dry; weak fine subangular blocky structure;
loose, very friable, nonsticky and nonplastic; many
fine, medium, and coarse roots; 55 percent pebbles;
medium acid; clear smooth boundary.
C-20 to 60 inches; dark yellowish brown (10YR 414)
extremely gravelly sand, yellowish brown (10YR
5/4) dry; single grained; loose; few fine roots; 80
percent pebbles, 10 percent cobbles; slightly acid.
The thickness of the solum ranges from 15 to 25
inches. The content of coarse fragments in the control
section ranges from 50 to 85 percent. The weighted
average texture of this section is very gravelly sand or
extremely gravelly sand. The umbric epipedon is 10 to
20 inches thick.
The A horizon has hue of 10YR or 7.5YR, value of 3
or 4 when dry, and chroma of 1 or 2 when moist or dry.
It is medium acid or strongly acid. The Bw horizon has
value of 4 or 5 when dry aad_a_ctr_4_wbRa_moist_1t is
very gravelly sandy loam, very gravelly loam, or
extremely gravelly sandy loam. The C horizon has hue
of 10YR or 2.5Y, value of 5 or 6 when dry and 4 or 5
when moist, and chroma of 3 or 4 when dry or moist. It
is extremely gravelly sand or extremely gravelly loamy
sand and is slightly acid or neutral.
Sultan Series
The Sultan series consists of very deep, moderately
Soil Survei
well drained soils on flood plains. These soils formed
alluvium- Slope is 0 to 3 percent. Elevation is 20 to 75
feet. The average annual precipitation is 40 to 50
inches, the average annual air temperature is about 51
degrees F, and the average frost -free season is 150 tc
200 days.
These soils are fine -silty, mixed, nonacid, mesic
Aquic Xerofluvents.
Typidal pedon of Sultan silt loam, 7 miles east of
Lacey; about 1,000 feet east and 1,975 feet north of P
southwest corner of sec. 16, T. 18 N., R. 1 E.
Ap-0 to 7 inches; dark yellowish brown (10YR 3/4) sii
.leaewrrf;-6'►�R-5f3}-dry;-rRadera#e�e-ar►d--.-
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, brown (10YR 513) dry; moderate fine and
medium subangular blocky structure; slightly hard,
very friable, slightly sticky and slightly plastic; man)
very fine, fine, and medium roots; many very fine
and fine tubular pores; slightly acid; clear wavy
boundary.
Bw1-20 to 25 inches; bark brown (10YR 3/3) silt loam
grayish brown (2.5Y 5/2) dry; common fine
prominent red (2.5YR 518) 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 (10YR 4/3) silt loam,
light brownish gray (10YR 6/2) dry; common
medium prominent red (2.5YR 5/8) mottles;
moderate medium and coarse subangular blocky
structure; slightly hard, very friable, slightly sticky
and slightly plastic; few very fine and fine roots; few
very fine and fine tubular pores; slightly acid;
gradual waw hmndar_y_. -
C-45 to 60 inches; grayish brown (10YR 5/2) silt loam,
light gray (10YR 7/2) dry; common medium
prominent dark brown (7.5YR 4/4) mottles; massive;
slightly hard, very friable, slightly sticky and slightly
plastic; slightly acid. -
The soils are slightly acid or neutral in the control
section and range from slightly acid to strongly acid
below a depth of 40 inches. Mottles that have chroma
of 3 or more are at a depth of more than 20 inches.
J I 94TwAL
Jerome W. Bloke & Associates Inc., P.S.
1700 Cooper Point Road SW, #B-2, Olympia, WA 9850211/0
(360)352-9456 1 FAX (360)352-9990
Civil / Municipal / Geotechnical Engineering and Planning
J It' &LASYLAL
Jerome W. Mon satin & Assodates lac., P.S.
1700 Cooper Point Road SW, #&2, Olympia, WA 98502-1110
(360)352-9456 1 FAX (360)352-9M
Civil / Municipal / Geoteadnical Engineering and Planning
Jerome W. Morrissstie & Associates Inc., P.S.
17011 Cooper Point Read SW, Z alYrmpfa. WA 98sog_.i i in
Civil / Municipal / Geotechnical Engineering and Planning
I W SP 9
• i
.Jerome W. Mortissette $ Associates Inc-, P.S.
1740 Cooper Point Road SW, #B -Z 0
lympla. WA 9854Q-1 110
(360),392-9456 1 FAX 13601GA7-oonq
Civil / MunlclPal / Geotechnical Engineenng and Planning
APPENDIX B
Hydraulic Analysis
GLACIER NORTHWEST
DRAINAGE SIZING
312TJO4
MINIMUM STORAGE VOLUME
Pared 5.0 Acres, Zoned Industrial,
SCS Soil Survey - Spanaway gravely. sandy Loam, Group B
Table 111-1.3 - Curve Number for Open Spaces - 85 for Soil Group B
Curve Number for Impervious - 98 for Soil Group B
Pre - Developed
EAsting Impervious
EAsting Pervious Area
Post - Developed
New Concrete Pads =
EAsting Impervious Not Changed =
Undisturbed Pervious Area
86,684
131,116
sf =
sf =
1.99
3.01
Acres
Acres
Total 217,600
sf =
5.00
Acres
94,089
sf =
2A6
Acres
86,684
sf =
1.99
Acres
37,027
sf =
0.85
Acres
Total 217,800 sf =
5.00
Acres
MINIMUM STORAGE VOLUME REQUIRED
Infiltration rate of 20 In/hr with 3680 sf Bottom=1.70cfs discharge
Per DDECM Pg 4-5
Minimum Storage Volume Required Per Acre of Disturbed Pervious = 1,000 cf/ac
Minimum Storage Volume Required Per Acre of Impervious Pervious = 3,000 cf/ac
(1000cf/ac)(0.85ac) + (3000cflac)(4.15ac) = 13,300 cf
MINIMUM INFILTRATION VOLUME
Pre - Developed
[(4.45iN12inIft)(3.01Ac)(43,560sf/Ac)]+[(5.91Intl 21ntft)(1.99Ac)(43,560s(/Ac)] = 91,314 cf
Post Developed
[(4.451n112iri/ft)(0.85Ac)(43,560sf/Ac)]+[(5,91in/12intft)(4.15Ac)(43,560sf/Ac)] = 102,762 cf
Infiltration Volume Required = Post Develop - Pre Developed = 102,762cf - 91,314cf = 11,448 cf
HYDRA VOLUME REQUIRED
Per HYDRA volume required for 24 hour1100 year event Is 8,865 cf
14,410 cf Controls
STORAGE VOLUME PROVIDED
Reuse Concrete ponds provide 6,012 cf of volume
New Holding Basin provides 1152 cf of volume
Pond Size, at top and bottom is 80' x 45, 2 feet deep, ecology block sidewalls, pond bottom area - 3680 sf
Volume contour 326 = 3680 SF
3,680
sf
Volume contour 324 = 3680 SF
3,680
sf
Volume =((3680+3680)12)'2 =
Pond
7,360
cf
Concrete Reuse Tanks
6,012
cf
Proposed New Holding Basin
1,152
cf
EAsitng Settling Basin Next to Pond
4,257
cf
18,781
cf > 14,410 cf OK
Using 20 inlhr, over a 3680 sf Bottom, Infiltration Rate m 1.70 cis
CHECK: POND VOLUME R UIRED TO BE INFILTRATED WITHIN 48 HRS
Hrs to Inf Pond = (VoUAreap(Inf Rate) =(14524cU3680sf)(1120in/hr)(12intft) = 3.1 hrs ok
Vol Inf in 48 Hrs=(BottomArear(Inf Rate)'48hrs=(3680sf)(20inlhr)(1ft112in)(48hr)= 294,400 cf ok
�.,memenui,� awdw nwe,,,i eratme cuci..Hrv,r.
CENTRAL REDDI MIX
PERCOLATION TEST RESULTS
02136
11/20/02
Percolation Test No.1
Test
Number
Elapsed
Time
(Min:Sec)
Elapsed Time
(Sec)
Elapsed Time
(Hr)
Inches of
Water Perked
Perc Rate
(In1Hr)
1
6:13
373
0.104
6
58
2
6:06
368
0.102
6
59
3
6:35
395
0.110
6
55
4
6:29
369
0.108
6
56
5
7:00
420
0.117
6
51
6
7:17
437
0.121
6
49
7
7:20
440
0.1 22
6
49
8
7:31
451
0.125
6
48
Percolation Test No. 2
Test
Number
Elapsed
Time
(MIn:Sec)
Elapsed Time
(Sec)
Elapsed Time
(Hr)
Inches of
Water Perked
Pere Rate
(In/Hr)
1
6:18
378
0.105
6
57
2
6:44
404
0.112
6
53
3
7:06
426
0.118
6
51
4
7:22
442
0.123
6
49
5
7:44
464
0.129
6
47
6
7:48
468
0.130
6
46
7
7:45
465
0.129
6
46
8
7:53
473
0.131
6
46
P
x
l
r .. � pit _' • * �
1 4
J
Fm
JOB GLACIER NW - STORMWATER DESIGN
REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
TOT 6.15
FIL C:\HYE\1A.INC
NEW PARKING LOT STORMWATER TO BIOFILTER
CHID 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
SCS 5, 0.83, 98, 85, 20, .01, 220
CRA 50, 327, 323, 326, 323
RED (0/1.7, 7360/1.7)
RES 323, 323, 327, OVER
MIN
C : \HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 1
C:\HYDRA\CMD\GLA100.CMD 10:01 22 -Mar -104
CFS
GLACIER NW - STORMWATER DESIGN
*** PARKING LOT STORMWATER TO BIOFIL
Channel
Long Invert Surf FreBrd Width Shape San Sto Flow Estimated
Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis 'Uel Cost
1 50 326.00 326.33 0.7 3.99 3.000 0.00 4.70 4.70 0
0.0600 323.00 323.33 -0.3 0.33 2.00 0.00 0.00 4.73
3.000 Froude Number 1.67
----------------------------------------------------
Lateral length= 50 Upstream length= 50
----------------------------------------------------
Lateral length- 0 Upstream length- 0
*** PARKING LOT STORMWATER TO BIOFIL Reservoir
Cost Invert -------------- Maximum Flow Values -----------------
Link Exfil Up/Dn/Ovr San Inf Sto Mis Design
3 0 323.00 Incoming : 0.00 0.00 4.70 0.00 4.70
0 323.00 Discharge : 0.00 0.00 1.70 0.00 1.70
327.00 Overflow 0.00 0.00 0.00 0.00 0.00
Stored 0 0 14410 0 14410
----------------------------------------------------
Lateral length= 50 Upstream length= 5o
C;\HYDRA\CND\
HYDRA Version 5.85
j.w.morrissette & associates
Page 1
C:\HYDRA\CMD\GLA100.CMD
10:01 22 -Mar -104
NONE
Status of DEFAULTS at start of run.
Command file : C:\HYDRA\CND\GLA100.CMD
f Input units are read as
USA
warnings are turned
: OFF
Output sent to display
Detailed
Output sent to printer
Off
Output sent to file
Verbose
Paper width in inches
8.000
String to reset printer
27 51 36 18
String to set printer to compressed
17 15
String to set printer to B lines/inch
8 27 51 27
Name of printer
Epson, FX series
f Print heading at top of page
ON
Number of steps in hydrograph
166
Step length in minutes
60
Significant flow in hydrograph
0.010
Infiltration Diurnalization Factor
0.980
Maximum plot value
: Selected by HYDRA
Type of hydrographic plot
: Compact
Sanitary flow by
: Diurnal Curve
Delay to start of actual storm
0.00
Rational Method computations
OFF
SGS computations
Santa Barbara
Continuous simulation computations
ON
Maximum d/D for pipe design/analysis
0.900
Match point position on pipe
0.00 or Invert
Number of allowable diam drops
: 999
i Mimimum drop thru manhole
0.000
Manning's n
Variable
Routing technique
Quick
Calculate sanitary flows
ON
Calculate infiltration flows
ON
Calculate misc flows
ON
Listing of acceptable diameters (Changed by the PCO command):
4 6 8 10 12 15
18 21 24 27 30
+ 33 36 39 42 45 48
54 60 66 72 78
84 90 96 102 108 114
120 132
t--------------------------------------------------------------------
1: JOB GLACIER NW - STORMWATER DESIGN
2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING
3:
4: TOT 6.15
Total rainfall : 6.15 Inches
5: FIL C:\HYE\ZA.INC
------START OF SUS -FILE ------
1:
C:\HYDRA\CMD\
HYDRA Version 5.85
j.w.morriesette
& associates
Page 2
=aaaaa�==c==c===a==a=aaaaacvca=cvcamcmaaa===vaaaaaaaa=ave==vvaa=a=v=vv==cveaaa
C:\HYDRA\CMD\GL,A100.CMD 10:01 22 -Mar -104
GLACIER NW - STORMWATER DESIGN
2: HYE 10 0.004 0.004 0.004 0.004 0.004 0.004 0.004
0.004 0.004 0.004 0.
005 +
3:0.005
0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0. 0.007 +
4:
0.007 0.007 0.007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.00
82 0.0082 0.0095 +
5:
0.0095 0.0095 0.0095 0.0095 0.0095 0.0134
0.0134 0.0134 0.0180
0.0180 0.034 0.054 +
6:
0.027 0.018 0.0134 0.0134 0.0134 0.0088 0.0088 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 0.0040
0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 +
11:
0.0040 0.0040 0.0040 0.0040 0.0040 0.0040
0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 +
12:
0.0040 0.0040 0.0040 0.0040 0.0040 0.0040
0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 +
13:
0.0040 0.0040 0.0040 0.0040 0.0040 0.0040
0.0040 0.0040 0.0040
0.0040 0.0040 0.0040 + 0.0040Step 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
working
hyetograph in INCHES/HOUR:
0.00 0.50 1.00 1.50 2.00
Time
In/Hr+---------+---------+---------+---------+
60
0.15
120
0.16 I===
180
0.20
240
0.23 I=====
I I
300
0.27
360
0.32 I==aa=a
I I I
420
0.40
480
1.01 I==aaa===alga=floc==.c
540
0.47 1=========1
I I
I
600
0.32
660
0.31 I======
l
720
0.27 I=a===
780
0.25 1=====
I 1 1
I
840
0.21
900
0.20 I====
960
0.18 la===
I I
1020
0.17
1080
0.15
1140
0.15
1200
0.15 I=== I
1260
0.15 I===
1320
0.15 I=== I I
I
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 3
C:\HYDRA\CMD\GLA100.0 D 10:01 22 -Mar -104
GLACIER NW - STORMWATER DESIGN
1380 0.15 I___ I I 1
1440 0.15.===
1500 0.00 1
t ---------+----------r---------+---------+
15: RET
------ END OF SUB -FILE ------
6: NEW PARKING LOT STORMWATER TO SIOFILTER
7:
8: CHD 6, 0.3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0
9: SCS 5, 0.83, 98, 85, 20, .01, 220
Land segment : 5.000 Acres
Portion impervious : 0.830
Curve number (CN) for Impervious : 98.000
Curve number (CN) for Pervious : 85.000
K Factor : 20.000
slope of land : 0.0100
Sheet flow distance : 220.000 Feet
Computed concentration time : 1.83 Minutes
Total Time of Concentration : 1.83 Minutes
Total rainfall falling on
impervious
92646.67
CuFt
Impervious runoff
89159.80
CuFt
Portion off
impervious
96.24
t
Peak CFS rainfall falling on
impervious
4.23
CuFt/Sec
Peak CFS runoff from
impervious
4.06
CuFt/Sec
Equivalant "C" off
impervious
0.96
Total rainfall falling on pervious : 18975.82 CuFt
Pervious runoff : 13730.60 CuFt
Portion off pervious : 72.36
Peak CFS rainfall falling on pervious 0.87 CuFt/Sec
Peak CFS runoff from pervious 0.64 CuFt/Sec
Equivalant "C" off pervious ; 0.73
Total rainfall falling on segment : 111622.50 CuFt
Total segment runoff : 102890.40 CuFt
Portion off segment : 92.18
Peak CFS rainfall falling on segment 5.10 CuFt/Sec
Peak CFS runoff from segment 4.70 CuFt/Sec
Equivalant "C" off segment 0.92
C:\HYDRA\CND\
HYDRA, Version 5.85
j.w.morriseette
& associates
Page 4
C:\HYDRA\CwD\GLA100.CMD
10:01 22 -Mar -104
GLACIER NW - STORMWATER DESIGN
Hydrograph off land segment :
I - Impervious runoff in CFS
P -
Pervious runoff in CFS
T - Total runoff in CFS
0.00 1.25 2.50
3.75 5.00
Time+
---------+---------+---------+---------t
0
0.14
0.00
0.14 [ [ [
I [
60
0.47
0.00
0.47
120
0.71
0.01
0.72
180
0.90
0.05
0.95 IT
240
1.09
0.09
1.19 * [ [
[ [
300
1.29
0.14
1.44 [ IT [
[ [
360
1.63
0.22
1.85 IP [ I T I
[ [
420
4.06
0.64
4.70 I P I I
II T
480
2.19
0.37
2.57 [ P I I T
[
540
1.17
0.21
1.38 IP I T I
[
600
1.44
0.26
1.70 IP II T
I [
660
0.97
0.18
1.15 I IT I [
[
720
1.16
0.21
1.37 IP I T I
[ [
780
0.77
0.15
0.92 I IT I I
[
840
0.94
0.17
1.11 I IT [ [
[
900
0.69
0.13
0.82 I IT [ [
[ [
960
0.79
0.15
0.94 I 1 T I [
1020
0.56
0.11
0.67 IT I I
[
1080
0.67
0.13
0.80 I IT I
[
1140
0.57
0.11
0.68 [ * I [
I
1200
0.66
0.12
0.78 ' IT I I
I
1260
0.58
0.11
0.69 IT
1320
0.65
0.12
0.77 I IT [
1380
0.59
0.12
0.70 I IT I I
I [
1440
0.06
0.01
0.07 I I I
[ [
Time+---------+---------+---------+---------+
0.00 1.25 2.50
3.75 5.00
10: CHA 50, 327, 323,
326, 323
Length
50.00 Feet
GrUp
327.00 Feet
GrDn
323.00 Feet
InvUp
326.00 Feet
InvDn
323.00 Feet
NOTE:
Gutter
Hydrograph added to Storm Hydrograph.
Link number :
1
NOTE:
Adjusting hydrographs for worst case situation
®Adding
Sto into Event
@Adding
Diurnal
into Design
@Adding
Event into Design
Average Design Flow
0.00 CuFt/Sec
Storm flow (no SF)
4.699 Cuft/Sec
Design flow including SF
4.699 Cuft/Sec
Combined SF :
1.000
CHD Maximum velocity
6.0000 FPS
CHD Minimum velocity
0.3000 FPS
CHI] Mannings "n"
0.0300
C:\HYDRA'\0M\ HYDRA Version 5.B5
j.w.morrissette & associates Page 5
aaaaaca--
__-_---=accccccaa=acccceaaaaaaGa====aaaa======ac�aa=
C:\HYDRA\CMD\GLAl00.CMD 10:01 22 -Mar -104
GLACIER NW - STORMWATER DESIGN
CHD Left side slope :
CHD Bottom width
CHD Right side slope
CHD Minimum freeboard
CHD Exfiltration :
Channel Slope
Design flow
Depth of flow
Velocity :
Travel time
Width of surface
Downstream hydrograph in CFS (Initial time=0.18 min):
0.0000 1.2500 2.5000 3.7500 5.0000
Timef---------+---------+---------+---------+
0 0.1447
60 0.4678 1=== 1
120 0.7201
180
240
300
360
420
480
540
600
660
720
780
840
900
960
1020
1080
1140
1200
1260
1320
1380
1440
Time
0.9496
1.1868
1.4362
1.8462
4.6988
2.5668
1.3775
1.7003
1.1486
1.3734
0.9201
1.1114
0.8234
0.9417
0.6654
0.7955
0.6812
0.7831
0.6936
0.7735
0.7034
ccaaa== 1
=aacccca
caaac===aa
la__==aa==Icaaa==aaala=aaa====
1cc=caa===laaaccaaac=
1=aa=cccaaa f
laaacsaa= I I
I cc: aa= I 1
1=as===== I f
la = I I
I==caa i I 1
f==a== I 1
laaccxaa
0.0716 1 11 1 1
+---------+---------+---------+---------+
0.0000 1.2500 2.5000 3.7500 5.0000
11:
12: RED (0/1.7, 7360/1.7)
1 0.000 1.700
2 7360.000 1.700
13: RES 323, 323, 327, OVER
3.0000
2.00 Feet
3.0000
1.0000 Feet
0.0000 IPH
0.0600
4.70 Cuft/Sec
3.98 Inches
0.33 Feet
4.73 Ft/Sec
0.18 Minutes
3.99 Feet
Number of points on Volume/Discharge curve : 2
Maximum capacity of reservoir : INFINITE
C:\HYDRA\CMD\
HYDRA Version 5.85
j.w.morrissette
& associates Page 6
C:\HYDRA\CND\CLA100.CMD
10:01 22 -Mar -104
GLACIER NW - STORMWATER DESIGN
Inlet elevation : 323.00 Feet
Outlet elevation : 323.00 Feet
Link number : 2
NOTE:
Adjusting hydrographs for worst case situation
@Adding
Sto into
Event
@Adding
Diurnal
into Design
@Adding
Event into Design
Average Design Flow : 0.00 CuFt/Sec
Storm flow (no SF) : 4.699 Cuft/Sec
Design flow including SF 4.699 Cuft/Sec
Combined SF 1.000
Diversion hydrographs :
I -
Incoming
hydrograph in CFS
X - Exit hydrograph in CFS
V - Volume of Reservoir in CuFt
divided by10000
0.00 1.25 2.50 3.75 5.00
Time
+---------+---------+---------+---------+
0
0.15
0.15
0.00
I I
I
60
0.46
0.46
0.00
I I
I
I
I
120
0.72
0.72
0.00
I
I
I
I
180
0.96
0.96
0.00
I I
I
I
240
1.18
1.18
0.00
I I
I
I
300
1.44
1.44
0.00
I *
I
I
360
1.B4
1.70
0.05
I I XI
420
4.70
1.70
1.13
I V I X
I
I I
480
2.56
1.70
1.44
I IV X II
540
1.38
1..70
1.33
I * X
I
I
600
1.70
1.70
1.32
I V *
I
I
660
1.14
1.70
1.1.2
I 1 X
I
I I
720
1.38
1.70
1.01 I
V I X
I
I I
780
0.92
1.70
0.73 I
VI I X
I
I I
840
1.11
1.70
0.52 I
V I I X I
I I
900
0.83
1.70
0.20 IV
I I X I
960
0.94
1.50
0.00 I
I IX I
I
1020
0.66
0.66
0.00 I
I I
1080
0.79
0.79
0.00 I * I I
I
I
1140
0.68
0.68
0.00 I I I
I
I
1200
0.77
0.77
0.00
1260
0.70
0.70
0.00 I I I I
I
1320
0.77
0.77
0.00 I I I I
I
1380
0.70
0.70
0.00 I I I I
1440
0.07
0.07
0.00 I I
Time
+---------+---------+---------+---------+
0.00 1.25 2.50 3.75 5.00
14:
15: END
C:\HYDRA\CMD\ HYDRA Version 5.85
j.w.morrissette & associates Page 7
C\HYDRA\CMD\CLA100.CMD 10:01 22 -Mar -104
GLACIER NW - STORMWATER DESIGN
------ S U M M A R Y O F A N A L Y S I S ------
Run number on command file
Number of links
Number of hydrographs
Total sanitary population
Total sanitary area
Total storm area
Number of pumps
Number of reservoirs
Number of diversion structures
Number of inlets
Length of new pipe
Length of existing pipe
Length of channel
Length of gutter
Length of transport units
Length of pressure pipe
Closing DBF and NDX Files
5
3
40
0
0.00 Acres
5.00 Acres
0
1
0
0
0.00 Feet
0.00 Feet
50.00 Feet
0.00 Feet
0.00 Feet
0.00 Feet
APPENDIX C
Thurston Region
Stormwater Facilities Summary
0
6
THURSTON REGION
FACILITY SUMMARY FORM
PROPONENT'S FACILITY IDENTIFIER: GIacier NW
NAME OF ROAD TO ACCESS FACILITY: 705 Rhoton Road SE
HEARINGS EXAMINER CASE NUMBER:
DEVELOPMENT REVIEW PROJECT NO.:
BUILDING SITE APPLICATION NO.:
PARCEL NUMBER(S) 22719240100
To be completed by Utility Staff
Utility Facility Number:
Project Number:
Parcel Number Status:
Basin & Subbasin:
Responsiblc Jurisdiction:
PART 1 - Project Name & Proponent
Project Name:
Glacier NW
Project Manager:
Tom Hanson
Project Contact:
Tom Hanson
Address:
P.O. Box 1730, Seattle, WA 98111
Telephone:
(206) 768-7612
Project Proponent:
Tom Hanson
Glacier NW
Facility Summary Form
JWM&A # 04112
1
Address:
P.O. Box 1730, Seattle, WA 98111
Telephone:
(206) 768-7612
Project Engineer:
Robert E. Tauscher, P.E.
Firm:
J.W. Morrissette & Associates Inc., P.S.
Telephone:
(360) 352-9456
Fact:
(360) 352-9990
PART 2 - Project Location
Section: 19
Township: 17N
Range: 2E
PART 3 - Type of Permit Application
Type of Permit: Construction Review
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:
Zoning: Industrial
Onsite: Industrial
Number of Lots: 1
Yelm Creek (See Appendix C)
Glacier NW 2
Facility Summary Form
JWM&A # 04112
Avg. Lot Size:
NIA
Building Permit/Cornmercial Plat:
Building Footprint (Acres):
0.16
Concrete Paving (Acres):
3.99
Gravel Surface (Acres):
0
Lattice Block Paving (Acres):
0
Public Roads (incl. gravel shoulder) (Acres):
0
Private Roads (incl. gravel shoulder) (Acres):
3.99
Onsite Impervious Surface Total (Acres):
4.15
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:
Glacier NW 3
Facility Summary Form
JWM&A # 04112
PART 6 - Facility Description
Total Area Tributary to Facility Including Offsite (Acres):
Total Onsite Area Tributary to Facility (Acres):
Design Impervious Area Tributary to Facility (Acres):
Design Landscaped Area Tributary to Facility (Acres):
Design Total Tributary Area to Facility (Acres):
Indicate Types of Facilities Included in Project:
Wet Pond Detention 0
Dry Pond Detention 0
Underground Detention: 0
Infiltration Pond: 1
Dry Well Infiltration: 0
Coalescing Plate Separator: 0
Centrifuge Separator: 0
Other: 0
Indicate Outlet Types Included In Project:
Filter: 0
Oil/Water Separator: 0
Single Orifice: 0
Multiple Orifice: 0
Weir: 0
Spillway: 0
Pump(s) : 0
Glacier NW
Facility Summary Form
]WM&A # 04112
5.00
5.00
4.15
0.85
5.00
4
Other:
PART 7 - Release to Groundwater
Design Percolation Rate to Groundwater: 20.0 in/hr over pond bottom.
PART 8 - Release To Surface Water
All stormwater from this site is infiltrated on site with no release to any surface
waters.
Glacier NW
Facility Summary Form
JWM&A # 04112
APPENDIX D
Basin Map
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