HomeMy WebLinkAbout804 Eagle Crest Rd - 210518301007 - OWTS-9-15-13396G how
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HEPWORTH—PAWLAK GEOTECHNICAL
Flchworth-Em-lak Gemechnical, Inc-
5020 County Road 154
Glenwood Springs, C )Icmado 81601
Phone: 970-945-7988
Fix;970-945.8454
email. hpgco3hpgeorech com
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED AND EXISTING RESIDENCES
LOT 23, LAKE CREEK MEADOWS
804 EAGLE CREST ROAD
EAGLE COUNTY, COLORADO
JOB NO. 115137B
SEPTEMBER 18, 2015
PREPARED FOR
TOM AND ANN MCGONAGLE
CIO K.H. WEBB ARCHITECTS
ATTN: DEBRA MONROE
710 WEST LIONSHEAD CIRCLE, SUITE A
VAIL, COLORADO 81657
(debra@khwebb.corn)
Parker 303-841-7119 • Colorado Springs 719-633-5562 * Silverthorne 970-468-1989
TABLE OF CONTENTS
INTRODUCTION........................................................................................................... - 1 -
BACKGROUND INFORMATION ........................... ...................... ..................... 1 -
PROPOSED CONSTRUCTION.................................................................................... 1 -
SITE CONDITIONS 2-
SUBSURFACE CONDITIONS......................................................................................- 2
PERCOLATION TESTING............................................................................................ 3 -
OWTSANALYSIS.........................................................................................................- 3-
DESIGN RECOMMENDATIONS................................................................................. 4-
SOIL TREATMENT AREA.......................................................................................- 4 -
OWTS COMPONENTS............................................................................................. 5 -
OWTS OPERATION AND MAINTENANCE..............................................................- 8 -
OWTS HOUSEHOLD OPERATION......................................................................... 8 -
OWTS MAINTENANCE...........................................................................................- 9 -
OWTS CONSTRUCTION OBSERVATION 9-
LIMITATIONS.............................................................................................................. 10 -
FIGURES
FIGURE I
OWTS SITE PLAN
FIGURE 2
USDA GRADATION TEST RESULTS
FIGURE 3
SOIL TREATMENT AREA CALCULATIONS
FIGURE 4
SOIL TREATMENT AREA PLAN VIEW
FIGURE 5
SOIL TREATMENT AREA CROSS SECTION
ATTACHMENTS
VALLEY PRECAST SEPTIC TANK DETAIL
Job No. 115 i85B G&teCh
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design
for the proposed residence to be located and an existing residence located on Lot 23, Lake
Creek Meadows, 804 Eagle Crest Road, Eagle County, Colorado. The purpose of this
report was to provide design details for the OWTS in accordance with the 2014 Eagle
County Onsite Wastewater Treatment System Regulations and the Colorado Department
of Public Health and Environment's Regulation #43. The study was performed in general
accordance with our proposal to Tom and Ann Mcgonagle c/o K.H. Webb Architects
dated June 16, 2015.
BACKGROUND INFORMATION
Hepworth-Pawlak Geotechnical, Inc. (HP Geotech) previously performed a subsoil study
for foundation design of the new residence at the site, and submitted our findings in a
report dated May 19, 2015, Job No. 115 137A. Borings made for that study were
reviewed and that information has been considered in our OWTS design.
PROPOSED CONSTRUCTION
The proposed construction will consist of a removing the existing garage and constructing
a new three bedroom residence located as shown on Figure 1. The existing four bedroom
residence to the north-northwest of the residence will remain in place as a residence. The
existing residence apparently has an OWTS with the infiltration field located on the
flatter terrain to the southeast of that building. Condition or type of construction of the
OWTS is not known and apparently the system is on the order of 35 years old.
The new OWTS soil treatment area (STA) will be located east of the structures along the
eastern property boundary, see Figure 1. It is planned to construct the new OWTS for
both the new and existing residences which will consist of a total of seven bedrooms for
the combined flows from the two structures.
Job No. 115 137E
-2-
If proposed construction is different than that described, we should be contacted to re-
evaluate our design recommendations.
SITE CONDITIONS
The proposed residence area is occupied by a two story garage/ADU building. This area
has undergone some grading that includes a timber retaining wall on the downhill, north
side, gravel driveway on the south side and an OWTS on the east side, which will be
removed for the new construction. The existing garage site was with cut into the hillside
to the south, and fill placed on the downhill, north side partly retained by the timber wall.
The natural terrain in the area is moderately steeply sloping down to the northeast with
roughly 20 feet of elevation difference across the proposed new residence building
footprint. Slope grades in the area of the proposed STA area on the order of 25 to 30%.
The natural vegetation consists of stands of scrub oak and aspen trees with brush, grass
and weeds. Scattered cobbles and boulders of various rock types are exposed on the
ground surface and in the uphill cut made for the driveway.
SUBSURFACE CONDITIONS
The field exploration was performed on September 3, 2015. Two profile pits (Profile Pits
1 and 2) and three percolation test holes (P-1, P-2 & P-3) were excavated at the
approximate locations shown on Figure 1 to evaluate the subsurface conditions. Access
for the pit locations was limited due to the terrain, boulders on the ground surface and
trees. Logs of the profile pits are provided below.
Log of Profile Pit 1
Depth
USDA Classification
0-2'/z'
TOPSOIL
LOAM: with gravel, weak granular to moderate blocky structure, medium dense, slightly
moist to moist, reddish brown to brown. Bulk sample obtained from 3 to 4' depth.
• Bottom of pit @ bf/z feet.
• No free water was encountered during ercavation.
Job No. 115 137E
-3-
Log of Profile Pit 2
Depth
USDA Classification
0-1'/2'
TOPSOIL
1 f/z-5'
LOAM: with gravel, weak granular to moderate blocky structure, medium dense, slightly
moist to moist, reddish brown to brown.
* Bottoin of pit @ 5 feet.
* No free water was encountered during excavation.
The soils encountered consisted of about 1%2 to 21/2 feet of organic topsoil overlying Loam
with gravel to the maximum depth explored, 6'/2 feet. A hydrometer and gradation
analyses was performed on a disturbed bulk sample of the soils from Profile Pit 1 with the
results provided on Figure 2. The tested sample classifies a Loam with gravel per the
USDA system. Based on the subsurface conditions and laboratory testing, the soils have
been classified as Soil Type 2A per State regulations, which equates to a long-term
acceptance rate (LTAR) of 0.5 gallons per square foot per day. Our previous borings at
the proposed residence site did not encounter groundwater or bedrock to the maximum
depth drilled of 17 feet when drilled in April 2015_
PERCOLATION TESTING
Percolation tests were performed in the three test holes (P-1, P-2 and P-3) on September 4
2015. Percolation test rates ranged from about 4 to 15 minutes per inch (mpi).
Percolation test procedures outlined in Regulation #43 were not utilized and the results
were only used for comparison of the soil profile pit evaluations. The percolation rates
obtained are faster than that typically associated with Loam. The faster results may be a
result of the soil structure.
OWTS ANALYSIS
Based on the age and unknown condition of the existing residence OWTS and its
apparent proximity to the proposed new system, we have recommended the existing
system be removed and the new system service the existing and proposed residences.
This should be feasible and is part of the report design provided below. The existing
OWTS components should be properly abandoned and/or removed.
Job No. 115 137B
WZ �l�_ -t
Based on the site conditions, profile pit evaluations and nearby boring information, the
evaluated area should be suitable for a conventional infiltration disposal system. The
system should consist of infiltrators in a trench configuration. The soil treatment trenches
will be located in Loam soils (Soil Type 2A) and the STA will be sized for seven
bedrooms using an LTAR of 0.5 gallons per square foot per day. An additional profile pit
should be excavated to the northwest of the STA prior to or during construction to verify
the subsoil and groundwater conditions in that portion of the field.
The sewage will gravity flow from separate lines from each residence to the septic tank
for primary treatment then gravity flow to the STA for disposal and final treatment. The
STA will consist of four trenches with Infiltrator chambers in a serial distribution
network. We expect a new sewer line will be needed from the existing residence.
DESIGN RECOMMENDATIONS
The design recommendations presented below are based on the proposed construction, the
site and subsurface conditions encountered and our experience in the area. If conditions
encountered during construction are different than those that are described in this report
please contact us and we will re-evaluate our design recommendations.
SOIL, TREATMENT AREA
• The treatment system will consist of four trenches with 25 Infiltrator Quick 4 Plus
Standard chambers and one trench with 23 chambers (123 chambers total).
Distribution will be provided by a serial distribution system.
• The STA was sized based on an LTAR of 0.5 gallons per square feet per day.
• Each chamber was allowed 12 square feet of area and a 30% reduction in the STA
was allowed per Eagle County regulations. The total STA is 1,475 square feet.
Soil treatment area calculations are shown on Figure 3.
• The base and sidewalls of the trench excavations should be scarified prior to
chamber placement.
Job No. 115 137H
-5-
• A minimum of 12 inches and a maximum of 24 inches of cover soil should be
placed over the chambers.
• Backfill should be graded to deflect surface water away from the STA and should
be sloped at 3 Horizontal: I Vertical maximum. This will be especially important
along the up -slope side of the field.
• Disturbed soil should be re -vegetated as soon as possible with a native grass mix.
No trees, shrubs or other plants with deep roots should be planted on or near the
absorption area as this may damage the system piping.
• Four inch diameter inspection ports should be installed vertically into the
knockouts provided in the Infiltrator end caps. Install vents at each end of each
trench. The inspection port piping should be screwed into the top to the chambers
and should not extend down to the ground surface inside the chambers. The
inspection ports should extend at least 8 inches above the finished ground surface
or be protected in a valve box at finished grade.
• A plan view of the STA is presented on Figure 4 and a cross section of the STA is
presented on Figure 5.
OWTS COMPONENTS
Recommended OWTS components provided below are based on our design details and
our experience with the specific component manufacturers. Equivalent components may
be feasible but need to be approved by us prior to construction.
Septic Tank
• A 2,000 gallon, two chamber Valley Precast septic tank is proposed for primary
treatment. A copy of the tank detail is provided as an attachment to this report.
• An effluent filter should be installed in the tank outlet tee.
• The tank must be set level. The excavation bottom must be free of large rocks or
other objects that could damage the tank during placement. A gravel or road base
bedding material may be necessary to prevent tank damage during placement and
act as a leveling course.
Job No. 115 137B
• Install tank with 2 feet minimum cover soil for frost protection. Maximum tank
soil cover depth is 4 feet.
• The septic lids must extend to final surface grade and made to be easily Iocated.
• The existing septic tanks should be abandoned per Eagle County Regulations.
Typically, the tanks are pumped dry and the lid and bottom of the tank is crushed
and backfilled with onsite soil. The tanks may also be removed and disposed of.
Sewer Pipe
• The sewer line from the structures to the septic tank should not be less than the
diameter of the building drains and not less than 4 inches in diameter.
• The sewer pipes should have a rating of SDR35 or better.
• The sewer pipes should be sloped between 2% to 4% to help limit disturbance of
solids in the tank and potential sewage bypass of the first chamber of the tank. If
a steeper slope is needed, this can be accomplished with vertical step-downs in the
sewer line.
• A minimum 36 inches of cover soil should be provided over the sewer pipes.
Paved areas, patios or other areas without vegetative cover may be more
susceptible to frost. We recommend 48 inches of soil cover over the sewer pipe in
these areas and the pipe be insulated on top and sides with 2 inch thick blue foam
insulation board. If adequate soil cover is not possible, we should be contacted for
re-evaluation prior to installation.
• The sewer pipes should be bedded in compacted 3/4 inch road base or native soils
provided that the native soils contain no angular rocks or rocks larger than 2'/2
inches in diameter to help prevent settlement of the pipe. Sags could cause
standing effluent to freeze and damage piping.
• Install cleanout pipes within 5 feet of the building foundations, where the sewer
pipes bends 90 degrees or more and every 100 feet of sewer pipe.
• All 90 degree bends should be installed using a 90 degree long -sweep or by using
two 45 degree elbows.
• The sewer line locations shown on Figure 1 are considered conceptual. We
assume that there will be only one sewer line exiting each structure. It is the
Job No_ 115 137E
-7-
responsibility of the owner and/or contractor to locate all sewer line exit locations
and connections to the septic tank. We should be notified if there are other sewer
lines exiting the structures. We recommend the existing sewer line from the
existing residence be replaced as part of the new system.
Effluent Transport Piping
• The effluent transport pipe should be 4 inch diameter SDR35 piping sloped at a
2% minimum to flow from the septic tank to the first trench. Piping should extend
at least 6 inches into the top knockout provided in the Infiltrator end caps and be
screwed in place. Splash plates should be installed beneath the inlet piping to help
prevent scouring of the infiltrative soil surface in the chambers.
• Serial connections between the rows of should also consist of 4 inch diameter
SDR35 piping sloped at a 2% minimum to drain to the next trench. Piping should
extend at least 4 inches into the knockout provided in the Infiltrator end caps and
be screwed in place.
• The effluent transport pipe should be bedded in compacted #/a inch road base or
native soils provided that the native soils contain no angular rocks or rocks larger
than 2112inches in diameter to help prevent settlement of the pipe. Sags in the
piping could cause standing effluent to freeze and damage.
• A minimum 24 inches of cover soil should be provided over the effluent transport
pipe. Paved areas, patios or other paved area or areas without vegetative cover
may be more susceptible to freezing. We recommend 48 inches of soil cover over
the pipe in these areas. If adequate cover soil is not possible the effluent pipe
should be insulated on top and sides with 2 inch thick foam insulation board, and
we should re-evaluate the proposed soil cover prior to installation.
• The effluent pipe should be double encased with larger diameter Schedule 40 PVC
pipe underneath driveway surfaces and be provided with at least 48 inches of soil
cover and be insulated on top and sides with 2 inch thick foam insulation board.
• All 90 degree bends should be installed using a 90 degree long -sweep or by using
two 45 degree elbows.
Job No. 115 137B
sm
OWTS OPERATION AND MAINTENANCE
The OWTS will require periodic inspection and maintenance to function properly. A
properly designed, installed and maintained system can greatly increase its lifespan. The
level of maintenance will vary depending on the complexity of the system and water use
habits of the residents. We recommend that an OWTS Operation and Maintenance
(O&M) Manual be developed. Depending on the complexity of the system a contract
with an OWTS maintenance provider may be prudent. Below are some basic
recommendations for the OWTS O&M.
OWTS HOUSEHOLD OPERATION
• Use of high efficiency water fixtures is recommended to decrease the hydraulic
load on the OWTS system.
• Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
• Do not irrigate the area on top of or directly upgradient of the soil absorption field
as this may cause a hydraulic overload.
• Do not dispose of household waste down household drains as this may clog or
damage OWTS components. Examples of household waste includes: dental floss,
cotton swabs, coffee grounds, paper towels, feminine products and many other
kitchen and bath items.
• Use of kitchen garbage disposals is not recommended. If a garbage disposal is
utilized, kitchen wastewater should be screened thoroughly. Many kitchen solids
are not decomposed in the septic tank and may cause increased tank pumping
frequency.
• Do not dispose of household chemicals, greases, oils, paints, hot tub water or
water softener backwash in household drains. A separate drywelI, if feasible, may
be necessary for hot tub water or water softener backwash disposal.
• Limit the use of bleach as this may harm useful bacteria in the septic tank and soil
absorption system.
Job No, 115 137B
-9-
• Liquid dishwasher and clothes washer detergent is recommended for households
served by an OWTS. Clay substances used as fillers in powder detergents may
result in clogging of the soils absorption system.
• The effluent in septic tanks can freeze during extended periods of non-use in cold
weather. We recommend that a tank heater be installed in this system to help
prevent freezing.
OWTS MAINTENANCE
• Inspect the septic tank, effluent filter and soil treatment area at least annually for
problems or signs of failure.
• The effluent filter should be cleaned annually by spray washing solids into the
first chamber of the septic tank.
• The septic tank should be pumped and cleaned every 3 to 5 years depending on
use. Longer pumping intervals may increase the amount of solids that reach the
soil STA, which may shorten its life span.
• Pumping of the septic tank should take place when the level of the sludge and
scum layers combined take up 25 to 33% of the capacity of the first chamber of
the tank.
OWTS CONSTRUCTION OBSERVATION
The Eagle County Environmental Health Department requires that the designer of the
system provide an As -Built certification of the OWTS construction. We should be
provided with at least 48 hour notice prior to the installer needing the As -Built
inspections. Prior to issuance of our certification letter, we require observation of all
system components prior to backfill. The number of site visits required for the inspection
will depend on the installer's construction schedule. It should be feasible to excavate the
recommended additional profile pit at the time of the system construction.
lob No 115 137E
- to -
LIMITATIONS
We have conducted this design in accordance with generally accepted engineering
principles and practices in this area at this time. We make no warranty either expressed
or implied. The recommendations provided in this report are based on the site conditions,
profile pit evaluations, percolation test holes, soil texture analysis, the proposed
construction and our experience in the area. Variations in the subsurface conditions may
not become evident until excavation is performed. If conditions encountered during
construction appear different from those described in this report, we should be notified so
that re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to our design.
It is our opinion that the designed location of the OWTS components does not violate any
setback requirements of the current Eagle County Regulations. Below is a table of
common minimum horizontal setbacks to OWTS components. Refer to the Eagle County
Regulations for a complete list of required setbacks. We recommend the OWTS
components be surveyed by a Professional Colorado Land Surveyor and verified by H-P
Geotech prior to the system permitting.
Table 1 - Common Minimum Horizontal Setbacks from OWTS Components
Water
Lined
Lake,
Dry
Wells
Supply
Occupied
Ditch
Irrigation
Ditch
Septic
Line
Dwelling
or Lake
Ditch,
or
Tank
Stream
Gulch
STA
100,
25'
20'
20'
50'
25'
5'
Septic
50,
10,
5'
10,
50,
10,
-
Tank
Building
50'
10,
0'
10'
50,
10,
-
Sewer
Job No, 115 137E G&6ECh
Please contact us for any necessary revisions or discussion after review of this report by
Eagle County. If you have any questions, or if we may be of further assistance, please let
us know
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jason A. Deem
Project Geologist
Reviewed by:
C3 '1 fie,
CT •
David A. Young, P.l; ., ; y;
qa q Z ,s•r�
JAD/ksw ��i�rFS�,�O,.«, e�
cc: RA Nelson & Associates - Fletcher Groff (fgroff @ ranelson.com)
Eagle County Environmental Health (environment@eaglecounty.us)
Job No. 115 137E G&teCh
I
LOT 24 I
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-S89_18'411V 434.6B'-_----_---_—_------_------------------------------
\
VALLEY ,e(PROPOSED
ECAST, 2.000 ,
' CLEANOUT GALLON, TWO i
CHAMBER SEPT'C TANK ,
. , • • , WITH AN EFFLUENT j
0—
FILTER
ID
• EXISTING
f BEDROOM \ j
s RESIDENCE
PP-1 S
P-1 j
Q; ` CLEANOUT , I PARCEL t
P-3 ! PONY UP RANCH
PP-2
ti
_ - PROPOSED a- j
3 BEDROOM P-2
RESIDENCE !
SOIL TREATMENT AREA
CONSISTING, OF FOUR
ROWS OF 25 AND ONE
S ROW OF 23 INFILTRATOR !
QUICK 4 PLUS ;
.. ,� STANDARD CHAMBERS }�
-- _ `• r . !
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PARCEL 3 Legend
PONY UP RANCH
' ■ Profile Pit
APPROXIMATE SCALE: Percolation Test Hole
1 INCH � 40 FEET
115 137B PteCh LOT 23, LAKE CREEK MEADOWS FIGURE 1
HEPW0i3TH•PAWLAK GEOTECHNICAL OWTS SITE PLAN
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OWTS ABSORPTION AREA CALCULATIONS
In accordance Adh the current Eagle County Onste Wastewater Treatment System Regulations,
the soil treatment area was calculated as follows:
CALCULATION OF OWTS DESIGN FLOW:
Q = (F)(B)(N)
WHERE:
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER OF PERSONS PER BEDROOM
F=
B=
N=
Q=
CALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM TREATMENT AREA = Q _ LTAR
WHERE:
Q=
LTAR (LOAM - SOIL TYPE 2A) _
MINIMUM ABSORPTION AREA =
REDUCTION FACTOR FOR CHAMBERS =
MINIMUM ABSORPTION AREA WITH REDUCTION =
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
TOTAL NUMBER OF CHAMBERS AS DESIGNED =
TOTAL SOIL TREATMENT AREA =
75 GALLONS PER DAY
7 BEDROOMS
2 PERSONS PER BEDROOM
1050 GALLONS PER DAY
1050 GALLONS PER DAY
0.5 GALLONS/FTx/DAY
2100.0 SQUARE FEET
0.70
1470 SQUARE FEET
12 SQUARE FEET
123 CHAMBERS
123 CHAMBERS
1476 SQUARE FEET
I"I LOT 23, LAKE CREEK MEADOWS
115137E GeUPt@qh SOIL TREATMENT AREA CALCULATIONS FIGURE 3
HEPWORTH-PAWLAK GEOTECOTECHNICAL
4 inch diameter inspection
port installed vertically into
knockouts provided in end
caps Install vents at each
end of each trench.
Removable lid to be placed
on top of pipe Pipe must
stick up at least 8 inches
above finished grade or be
installed at grade in a valve
box.
4" non -perforated
SDR35 pipe sloped
at 2% min down first
trench. Use upper
knockout in end cap.
Pip'ng sho.,ld be
secured in place and
extend 4' min. into
end cap knockout
Piaca splash plate
beneath inlet pipe
Notes:
I. Chambers should be nstalled level on a scarified
ground surface.
2 All piping should have a rat:ng of SDR35 or
stonger.
3 Changes to this design should not be made
without consu'tation and approval by HP Geotech.
SCALE:
1 INCH = 20 FEET
Infiltrator Quick 4
Plus Standard
Chambers
Eighteen chambers
per trench.
4' non -perforated SDR35 p:pc seria
connections sloped at 2% min down to
next trench Use upper knockout in end
cap Piping should be secured in place
and extend 4" min nto end cap knockout
Place sp ash plate beneath in1Rf pipe.
Infiltrator Quick 4 Pius
Standard End Caps
115 137E GeU�tE'Cf"'i LOT 23, LAKE CREEK MEADOWS FIGURE 4
HEPWdRTH•PAWLAKGEOTECHNICAL SOIL TREATMENT AREA PLAN VIEW
12' min 24 max. Depth of
Cover Soil Graded to
Defect surface Water
APPROXIMATE SCALE:
1 INCH = 5 FEET
Infiltrator Quick
4 Pius standard
End Cap
III I I I� i 611u1�
1=111�I I ICI I ICI
Infiltrator Quick 4 Plus
Standard Chamber
Instaned Levet
G+ Eap
I-1 I I-1 I I-
I1=�1-I_II,,,TI,111�1„11�1 f
-1 I I ` i Scarify bottom and sides of I I-
I I = trenches before chamber =1
! — installat"on
11=I I I-1 I M I 1=1 11 ;1
1 1-111-Ti_
Notes:
1. Chambers should be installed level on a scarified ground surface. The base
and side of the trenches should be scarified prior to chamber installation..
2. Care should be taken by the contractor to avoid compaction of the native soils in
the trench areas.
3 Changes to this design should not be made without consultation and approval
by HP Geotech
H LOT 23, LAKE CREEK MEADOWS
115 137E CiUPtegh FIGURE 5
HEPWORTH-PAWLAKGEOTIECHNICAL SOIL TREATMENT AREA CROSS SECTION
Item #
2000T-2CP
DESIGN NOTES
• Design per performance test per ASTM
C1227
• Top surface area 87.75 ft'
• f c ® 28 days; concrete = 6,000 PSI
Min.
Installation:
• Tank to be set on 5" min. sand bed or
pea gravel
• Tank to be backfilled uniformly on all
sides in lifts less than 24" and
mechanically compacted
• Excavated material may be used for
backfill, provided large stones are
removed
• Excavation should be dewatered and
tank filled with water prior to being put
in service for installation with water
table less than 2' below grade
• Meets C1644-06 for resilient connectors
• Inlet and Outlet identified above pipe
• Delivered complete with internal piping
• PVC or concrete risers available
• Secondary safety screen available with
PVC riser
■ Option of pump or siphon installed
ALLOWABLE BURY
(Based on Water Table)
WATER TABLE
ALLOWABLE
EARTH F1LL
0' - 0"
3' - 0"
1'-0"
3'-0"
2'-0'
4'-0"
3- 0-
4'-0"
DRY
2000 Gallon Top Seam
Two Compartment
- - 162" -
78" 1i J
Dot]
�
68"
56'
a�
157"
Top View
53"
Section View
Digging Specs
Invert
Dimensions
Net Capacity
Net Weight
15' Long x 8' Wide
; 56" below inlet
Inlet
Outlet
Length
Width
I Height
Inlet Side
Outlet
Total
Lid
Tank
Total
56"
53"
162"
78"
68"
1559 gal
507 gal
2066 gal
5420 lbs
15530 Ibs
20950 Ibs
Wa�sterwP.O. &atier (719) 395.6764 Bo317
VEE VALLEY 0 systems . Products Fax: (719) 395,3727 Buem Vim 00 81211
PR.ECAS'T, Inc. •Service Website: www.vapeyprecastcom
Email: Trontrlesk&vaileyprecastoom
P-2
P-3
P-1
PP-1
TO EAGLE
C
R
E
S
T
D
R
I
V
E
115 137B OWTS SITE PLAN FIGURE 1LOT 23, LAKE CREEK MEADOWS
APPROXIMATE SCALE:
1 INCH = 40 FEET
Percolation Test Hole
Profile Pit
Legend
