HomeMy WebLinkAboutEngineer's OWTS Planrcn Kumar & Associates, lnc.'
Geotechnical and Materials Engineers
and Environmental Scientists 5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
An Employcc Owncd compony www.kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
RECEIVED
JUN 2 8 202\
GARFIELD COUt,JTy
COMMUNITY DEVELOPMENT
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED ACCESSORY DWELLING UNIT (ADU)
411 COUNTY ROAD 237
GARFTELD COUNTY, COLORADO
PROJECT NO.24-7-244
JUNE 19,2024
PREPARED FOR:
JASON STRAND
411 COUNTY ROAD 237
SILT, COLORADO 81652
wcaclaims@gmail.com
TABLE OF CONTENTS
INTRODUCTION
PROPOSED CONSTRUCTION
SITE CONDITIONS
SUBSURFACE CONDITIONS
OWTS ANALYSIS
DESIGN RECOMMENDATIONS ...
SOIL TREATMENT AREA
OWTS COMPONENTS
OWTS OPERATION AND MAINTENANCE..
OWTS HOUSEHOLD OPERATION
OWTS MAINTENANCE......
OWTS CONSTRUCTION OBSERVATION ........
LIMITATIONS............
FIGURES
FIGURE 1 _ 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 1,OOO GALLON, TWO-CHAMBER SEPTIC TANK DETAIL
TUF-TITE 4-HOLE DISTRIBUTION BOX
1-
1-
1
1
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Kumar & Associates, lnc.Project No.24-7-244
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for a
proposed accessory dwelling unit (ADU) to be located at 4lI County Road 237, North of Silt,
Garfield County, Colorado. The purpose of the report is to provide design details for the OWTS
in accordance with the Garfield County Environmental Health Department Onsite Wastewater
Treatment System Regulations and the Colorado Department of Public Health and
Environmental Regulation#43. The services were performed in accordance with our agreement
for professional services to Jason Strand dated April 16, 2024.
PROPOSED CONSTRUCTION
The existing barn will be remodeled into an ADU located on the site as shown on Figure 1. The
existing barn is a steel-framed, one-story structure with slab-on-grade floor. The ADU will have
two bedrooms. The OWTS will be designed for two bedrooms. The proposed soil treatment
area (STA) for the OWTS will be located to the southwest of the ADU as shown on Figure l.
Water service will provided by a shared well on the lot to the south. The route of the water
supply line to the ADU has not yet been determined.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The site was occupied by an existing residence, the barn and apond at the time of our field
exploration, see Figure 1 for locations. The terrain is gently sloping down to the south. The
pond is located to the south of the ADU. The nearest well is located on the adjacent property to
the south. The area of the proposed STA is fallow field. Vegetation consists of grass and weeds
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on May 21,2024. Two profile pits
(Prof,rle Pits 1 and2) were excavated with an excavator at the approximate locations shown on
Figure 1 to evaluate the subsurface conditions at the planned soil treatment area for the OWTS.
The pits were logged by a representative of Kumar & Associates. Logs of the profile pits are
provided below.
Log of Profile Pit 1
Depth USDA Classification
0-%TOPSOL; organic Loam, firm, moist, brown.
V2'-6'SANDY CLAY LOAM; strong blocky structure, very stiff; slightly moist, brown.
6'-8',SANDY LOAM; gravelly, moderate blocky structure, medium dense, slightly moist, brown.
a
a
a
Disturbed bulk sample obtained from 4 to 5 feet.
Bottom of pit @ 8feet.
No sroundwater or redoximorPhic feohtre.s observed at time ofoit excavation.
Kumar & Associates, lnc.Project No.24-7-244
Depth USDA Classification
0-Y"'TOPSOL; organic Loam, firm, moist, brown.
V2'-6'SANDY CLAY LOAM; strong blocky structure, very stiff, slightly moist, brown.
6'-8',SANDY LOAM; gravelly, moderate blocky structure, medium dense, slightly moist, brown.
a
a
Bottom of pit @ 8feet.
No groundwater or redoximorphic observed at time of pit excavation.
n
Log of Profile Pit 2
The soils encountered in profile pits, below about Yzfoot of organic topsoil, consisted of about
5/z feet of Sandy Clay Loam overlying Sandy Loam down to the pit depths of 8 feet.
Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from
Profile Pit 1 from 4 to 5 feet depth with the results provided on Figure 2. The tested sample
(minus No.10 size sieve fraction) classifies as Sandy Clay Loam per the USDA system. No free
water was encountered in the pits nor indications of seasonal high groundwater were observed at
the time of the pit excavations.
Based on the subsurface conditions and laboratory testing, the soils at the STA have been
classified as Type 3 per State regulations, which equates to a long-term acceptance rate (LTAR)
of 0.35 gallons per square foot per day.
OWTS ANALYSN
Based on the site conditions and profile pit evaluations, the evaluated area should be suitable for
a conventional infiltration disposal system. There is adequate elevation difference from the
ADU down to the STA for gravity flow of the sewer effluent. The STA will consist of chambers
in a trench configuration based in the Sandy Clay Loam soils. The STA will be sized for two
bedrooms (4 persons) with an average daily flow of 75 gallons per person, and an LTAR
of 0.35 gallons per square foot per day for the natural soils.
The effluent will gravity flow from the ADU to the septic tank for primary treatment and then
gravity flow to the STA for dispersal and final treatment. The STA will consist of two trenches
with Infiltrator Quick 4 Plus Standard chambers. Equal distribution will be provided to the
chambers and trenches by a distribution box.
The well is far outside of any setbacks to the OWTS. The route of the planned water supply line
to the ADU is currently not designed. The required setback to the water line from the septic tank
is 10 feet, 5 feet for sewer and effluent lines, and25 feet from the STA. We should be notified
for additional recommendations if the water line is within these minimum setbacks.
DESIGN RE COMMENDATIONS
The design recommendations presented below are based on the proposed construction, the site
and subsurface conditions encountered and our experience in the area. A layout of the proposed
OWTS components is provided on Figure 1. If conditions encountered during construction are
different than those that are described in this report, we should be contacted to re-evaluate our
design recommendations.
Kumar & Associates, lnc.Project No.24-7-244
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SOIL TREATMENT AREA
o The STA will consist of two trenches with25Infiltrator Quick 4 Plus Standard chambers
placed in each trench (50 chambers total) in the native soils. Equal distribution will be
provided to the trenches by a distribution box.
o The STA was sized based on an LTAR of 0.35 gallons per square feet per day.
o Each chamber was allowed 12 square feet of area. A30% reduction of the STA size was
applied for use of Infiltrator chambers in a trench configuration. The total STA design
size is 600 square feet. Soil treatment area calculations are shown on Figure 3.
o A minimum of four feet of undisturbed soil between trenches is required.
. Trench cut depths should be a maximum of 4 feet deep.
o The trenches should be oriented along ground contours to minimize soil cut and cover.
o The base and sidewalls of the trench excavations should be scarified prior to the chamber
placement.
o A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed
over the chambers.
o Backfill should be graded to deflect surface water away from the STA and should be
sloped at3 horizontal to 1 vertical or flatter. A swale to divert surface water flow away
from the STA may be needed.
o 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 STA as this
may damage the system PiPing.
o Four-inch diameter inspection ports should be installed vertically into the knockouts
provided in the chamber end caps. Install ports at each end of the 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.
o The STA must be a minimum of 5 feet from the septic tank.
o The STA must be a minimum of 25 feet from any potable water supply lines.
o The STA must be a minimum of 20 feet from the ADU.
o The STA must be a minimum of 50 feet from the pond'
o The STA must be a minimum of 10 feet from piped irrigation lines.
o 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
o A Valley Precast 1,000 gallon, two-chamber septic tank should be used. A detail of
the tank is provided as an attachment.
o An effluent filter should be installed in the tank outlet tee.
Kumar & Associates, lnc.Project No.24-7-244
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o The tank must be a minimum of 5 feet from the ADU and the STA.
o The tank must be a minimum of 10 feet from any potable water supply lines or irrigation
lines.
o The tank must be a minimum of 50 feet from the pond.
o 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 road base or gravel bedding
material may be needed to prevent tank damage during placement and act as a leveling
course.
o The tank lids must extend to final surface grade and made to be easily located.
o Install the tank with 2 feet minimum cover soil for frost protection. Maximum tank
soil cover is 4 feet.
Sewer Pipe
o The sewer line to the septic tank should not be less than the diameter of the building
drains and not less than 4 inches in diameter.
o The sewer pipe should have a rating of SDR35 or stronger.
o Schedule 40 PVC pipe is required beneath any driveway surfaces.
o The sewer pipe should be sloped between 2oh to 4Yo 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.
o A minimum 18 inches of cover soil should be provided over the sewer pipe. Paved areas,
patios or other areas without vegetative cover may be more susceptible to frost and 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.
o The sewer pipe should be bedded in compactedt/o-rnchroad base or native soils provided
that the native soils contain no angular rocks or rocks larger than2Vz inches in diameter
to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to
freeze and damage the PiPing.
o Install cleanout pipes within 5 feet of the building foundation, where the sewer pipes
bend 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.
o The sewer line location shown on Figure I is considered conceptual. We assume that
there will be only one sewer line exiting the ADU. It is the responsibility of the owner/
contractors 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 building.
Effluent Transport Piping
o The effluent transport pipe should be 4-inch diameter SDR35 piping sloped at a2Yo
minimum to flow from the septic tank to the distribution box and from the distribution
box to each 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
Kumar & Associates, lnc,Project No.24-7-244
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a
beneath the inlet piping to help limit scouring of the infiltrative soil surface in the
chambers.
The effluent transport pipe should be bedded in compacted3/o-inchroad base or native
soils provided that the native soils contain no angular rocks or rocks larger than
2Yz inches in diameter to help prevent settlement of the pipe. Sags could cause standing
effluent to freeze and damage to the piping.
A minimum 18 inches of cover soil should be provided over the effluent transport pipe'
Paved areas, patios or other areas without vegetative cover may be more susceptible to
frost. We recommend 48 inches of soil cover over the effluent pipe and insulation with
at least 2 inches of rigid foam insulation in these areas. If adequate cover soil is not
possible, we should re-evaluate the condition prior to installation.
Schedule 40 PVC pipe is required underneath driveway surfaces and should be provided
with at least 48 inches of soil cover and be insulated on top and sides with 2-inch-thick
rigid foam insulation board.
All 90-degree bends should be installed using a 90 degree long-sweep or by using two
45-degree elbows.
o
Distribution Box
o The distribution box will be used to equally divide effluent flow between the trenches.
We recommend the Tuf-Tite 4-Hole Distribution Box since it is easily accessible from
ground surface for maintenance. A copy of the distribution box detail is provided as an
attachment to this rePort.
The distribution box outlet pipes should be equipped with Tuf-Tite speed levelers for ease
of initial setup and adiustment over time.
The distribution box should be a minimum of 18 inches below grade with risers and an
access lid at or above grade.
The distribution box must be accessible from ground surface for inspection and
maintenance per the State guidelines'
The effluent line from the septic tank should be directed downward into the distribution
box with a 9O-degree elbow inside the box.
The distribution box must be installed level on a compacted road base subgrade to ensure
equal effluent distribution. If settlement of the distribution box occurs, unequal effluent
distribution may take place which could cause hydraulic overload of one of the trenches
and potential failure. The distribution box should be monitored periodically, and the
speed levelers should be adjusted as necessary for levelling.
The ground surface above and around the distribution box should be graded to drain away
surface water to prevent standing water near the distribution box which could fteeze or
cause settlement.
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
a
a
a
o
o
o
a
Kumar & Associates, lnc,Project No.24-7-244
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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
o Use of high efficiency water fixtures is recommended to decrease the hydraulic load
on the OWTS sYstem.
o Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
o Do not irrigate the area on top of or directly upgradient of the STA field as this may
cause a hydraulic overload.
o Do not dispose of household waste down drains as this may clog or damage OWTS
components. Examples of household waste include: dental floss, cotton swabs, coffee
grounds, paper towels, feminine products and many other kitchen and bath items.
o 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.
o Do not dispose of household chemicals, greases, oils, paints, hot tub water or water
softener backwash in household drains. A separate drywell, if feasible, may be necessary
for hot tub water or water softener backwash disposal.
o Limit the use of bleach as this may harm useful bacteria in the septic tank and soil
absorption sYstem.
. 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.
OWTS MAINTENANCE
o Inspect the septic tank, distribution box and STA at least annually for problems or signs
of failure.
o The effluent filter for the tank should be cleaned at least annually by spray washing solids
into the first chamber of the septic tank.
o 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 STA, which
may shorten its life span.
o Pumping of the septic tank should take place when the level of the sludge and scum
layers combined take up 25 to 33o/o of the capacity of the first chamber of the tank.
OWTS CONSTRUCTION OBSERVATION
The Garfield County Environmental Health Department requires that the designer of the system
provide a record drawing and certification of the OWTS construction (As-Built inspection).
We should be provided with at least 4S-hour notice prior to the installer needing the 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.
Kumar & Associates, lnc.Project No.24-7-244
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LIMITATIONS
We have conducted this design in accordance with generally accepted engineering principles and
practices in this area atthis time. We make no warranty either expressed or implied. The
recommendations provided in this report are based on the site conditions, profile pit evaluations
and 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 pulposes. 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 verifu that the recofilmendations
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 Garfield County Regulations. Below is a table of common
minimum horizontal setbacks to OWTS components. Refer to the Garfield County Regulations
for a complete list of required setbacks. We recommend the OWTS components be surveyed by
a Professional Colorado Land Surveyor.
Table 1- Common Minimum Horizontal Setbacks from OWTS Components
Wells
Water
Supply
Line
Occupied
Dwelling
Lined
Ditch
Lake,
Irrigation
Ditch,
Stream
Dry
Ditch or
Gulch
Septic
Tank
STA 100'25',20'10'50'25',5'
Septic Tank 50'l0'5 l0'50'l0'
Buildine Sewer 50'5'0 10'50'l0'
Please contact us for any necessary revisions or discussion after review of this report by Garfield
County. If you have any questions, or if we may be of further assistance, please let us know.
Respectfully Submitted,
Kumar
M. Mello, Staff Engineer
Reviewed
David A. Young,
SMMlkac
(c'A
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Kumar & Associates, lnc.Proiect No.24'7'244
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PROFILE
PIT 2
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PROPOSED
TUF-TITE 4-HOLE
DISTRIBUTION BOX
I
PROPOSED SOIL TREATMENT AREA PROPOSED VALLEY
PRECAST(srA)CONSISTING OF TWO ROWS
oF2 5 INFILTRATOR QUICK PLU ,OOO-GALLON4 STANDARD CHAMBERS (s0
CHAMBERS TOTAL).PROFILE
PIT 1
TWO-CHAMBER
SEPTIC TANK
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24-7 -244 Kumar & Associates OWTS SITE PLAN Fig. 1
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS
24 HRS 7 HRS tMtN4i
U.S. STANDARD SERIES
415 4t 8 4io J
CLEAR SQUARE OPENINGS
\/An A/tn 7 1/r"5'6" t 0
10
20
3o
40
5o
60
70
60
90
=
100
90
80
70
60
30
40
30
20
10
o 100
.0s3
DIAMETER OF IN MILLIMETERS
CLAY
COBBLES
.002 mm '02 '05 .1
SAMPLE OF: SANDY CLAY LOAM
FROM: PROFILE PIT 1 AT 4 TO 5 FEET
.5 I 2mm {20 76
ENTIRE SAMPLE
PARTICLE SIZE DISTRIBUTION %
COBBLES 0
GRAVEL 6
SAND 53
SILT 19
CLAY 22
PORTION OF SAMPLE
PASSING #10 SIEVE
PARTICLE SIZE DISTRIBUTION %
SAND 56
SILT 20
CLAY 24
TOTAL SAMPLE RETAINED ON f10 SIEVE: 6%
PERCENT OF MATERIAL RETAINED ON #10 SIEVE
PASSTNG 5/4" SIEVE: 1OO%
NOTE: Hydromeler Anolysis wos performed on o
bulk sorirple following screening of oll moleriol
lorg€r lhon the f10 sleve (2.0 mm) per USDA
guidelines.
These l6sl r€sulls opply only lo lhe
somoles which wer€ lesl€d, The
lesll;g report sholl nol be r€produced,
6xc€Dl ln full, wllhout lhs wrlllsn
ooorbvol of Kumqr & Associolgs, lnc.
Sieve onqlysls l€sllng ls performod ln
occordonc6 wlth ASTM D,[22, ASTM C156
ond/or ASTM Dl l40.
GRAVELSANDSILT
MEDIUM COARSENIEDIUMco.v. co.FINEco.V, FINE FINEFINE
GRAIN SIZE(--)SIEVE SIZE % FINER
127.00 5 100
76.00 z 100
58.1 0 1 -1 /2"100
19.05 3/4"100
9.50 3/8"100
4,75 #4 9E
2.00 #10 94
1.00 #18 92
0.50 #55 90
0.25 #60 84
0.1 06 #'140 64
0.055 #270 11
GRAIN SIZE
(,.n.)
TIME PASSED
(min)% FINER
0.037 39
0.019 4 37
0.009 19 30
0.00s 60 27
0.002 435 22
0.001 1 545 14
24-7 -244 Kumar & Associates USDA GRADATION TEST RISULTS Fis. 2
OWTS SOIL TREATMENT AREA CALCULATIONS
In accordance with the GarfieH County OWTS Regulatbns and the Cobrado Depaftment of Publh Health
and Envlronment's Regulatbn #43, the soil treatment area was calculated as fohuts:
CALCULATION OF OWTS DESIGN FIOW:
q = (F)(N)
WHERE:
Q = DESIGN FLOW
F = AVEMGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = TOTAL NUMBER OF PERSONS; 2 PERSONS PER BEDROOM
PROPOSED RESIDENCE:
f=
$=
[\=
Q=
75 GALLONS PER DAY
2 BEDROOMS
4 PERSONS
3OO GALLONS PER DAY
CALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM TREATMENT AREA = Q + LTAR
WHERE:
Q=
LTAR (SOIL TYPE 3) =
3OO GALLONS PER DAY
0.35 GALTONS/FTTDAY
MINIMUM SOIL TREATMENT AREA =
REDUCTION FACTOR FOR CHAMBERS =
MINIMUM SOII TREATMENT AREA WITH REDUCTION =
857.1SQUARE FEET
0.70
600 SQUAREFEET
AREA PER INFILTMTOR QUICK 4 STANDARD CHAMBER =
TOTALCHAMBERS NEEDED =
12 SQUARE FEET
50 CHAMBERS
NUMBER OF TRENCHES =
CHAMBERS PERTRENCH =
TOTAT NUMBER OF CHAMBERS AS DESIGNED =
2
25 CHAMBERS
50 CHAMBERS
TOTAT SOIL TREATMENT AREA =600 SQUAREFEET
24-7 -244 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fig. 5
INFILTRATOR QUICK
4 PLUS STANDARD
END CAP.
4 INCH DIAMETER PVC
OBSERVATION PORTS
INSTALLED VERTICALLY INTO
THE KNOCKOUTS PROVIDED IN
END CAPS. INSTALL PORTS
AT EACH END OF EACH
TRENCH. REMOVABLE LID TO
BE PLACED ON TOP OF PIPE.
PIPE MUST STICK UP AT8 INCHES ABOVE
3
2I
c
FINISHED GRADE OR BE
PLACED AT GRADE IN AN
ACCESSIBLE VALVE BOX.
PIPES SHOULD NOT EXTEND
TO SOIL SURFACE AND
SHOULD BE SECURED TO
CHAMBER WITH SCREWS OR
COUPLINGS TO PREVENT
SLIDING DOWNWARD.
INFILTRATOR QUICK4 PLUS
STANDARD CHAMBERS IN 2
TRENCHES. 25 CHAMBERS
PER TRENCH (s0 TOTAL).
TRANSPORT PIPING
SHOULD BE INSERTED
AT LEAST 6 INCHES
INTO THE UPPER
KNOCKOUT IN THE END
CAP. INSTALL SPLASH
PLATES BENEATH INLET
PIPING TO HELP LIMIT
SCOURING OF THE
INFILTRATIVE SURFACE.TUF-TITE
4-HOLE
DISTRIBUTION
BOX
LINE FLOW
4 INCH DIAMETER
NON-PERFORATED
SDR55 TRANSPORT
PIPE SLOPED AT A
2% ]vllN. DOWN TO
TRENCH.
TANK
4 INCH DIAMETER
NON-PERFORATED
SDR35 TRANSPORT
PIPE SLOPED AT A
2% MlN. DoWN TO
DISTRIBUTION BOX.
10 t,1
SCALE- FEET
Notes:
1. Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if
necessary,
2. Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of
trench excavations should be scarified prior to chamber installation
3. All piping should have a rating of SDR35 or stronger'
4. Changes to this design should not be made without consultation and approval by Kumar & Associates.
S Refer to the Garfield County Onsite Wastewater System Regulations for other applicable specifications,
24-7 -244 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4
EXCAVATE 36''
WIDE TRENCH 12" MtN./24" MAX.
COVER SOIL GRADED
TO DEFLECT
INFILTRATOR QUICK 4
PLUS STANDARD
CHAMBER INSTALLED
LEVEL
URFACE WATER
EX ISTING GROUND SURFACE
APPROX.
Notes:
l. C-hambers should be installed level on a scarified ground surface. Concrete
sand may be used as a leveling course if necessary.
2. Care should be taken by the contractor to avoid compaction of the native soils in
the trench areas. The base and side walls of trench excavations should be
scarified prior to chamber installation.
3. Changes to this design should not be made without consultation and approval
by Kumar & Associates.
otr tr
SCALE- FEET
NDISTURBE
SOIL
BETWEEN
NATIVE SOIL
SCARIFY GROUND
SURFACE PRIOR TO
CHAMBER PLACEMENT
24-7 -244 Kumar & Associates SOIL TREATMENT AREA CROSS-SICTION Fig. 5
{OOO Gallon Top Seam -2CPItom #
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Top
View
b Gnade
Rubber
Sealant
Section
-l
11
DESIGN NOTESo Design per performonce test per
ASlil C1227
o Top surfoce oreo 46.25 ft2
r f'c @ 2E doys; concrete = 6,000 PSI
Min.
lnstollotion:r Tonk to be set on 5" min. sond
bed or peo grovelr Tonk to be bockfllled uniformlY on
oll sides in lifts less thon 24' ond
mechonicolly compoctedo Excovoted moteriol moy be used for
bockfill, provided lorge stones ore
removedr Excovotion should be dewotered ond
tonk filled with woter prior to being
put in service for instollotion with
woter toble less thon 2' below grode
r Meets C1644-06 for resilient
connectorso lnlet ond Outlet identified obove pipe
o Delivered complete with internol
piping
r 4' Moxlmum bury depth
Digging Specs
11' Long x 7' Wide
56" below inlet
lnvert
lnlet ioutlet
i
s6" i 5J"
I
t:
Chal
j] TA{K ilni
i .. .. _..- |
.-
Fleldble
Dimensions Net Copocity
6i ,"1
l View
1 60"
Height let Side
687 gol
Net Weight
Tonk
9380 lbs
Totol
12000 lbs
I
I
l
l
ALLOWABLE BURY
(Bosed on Woter Toble)
WATER TABLE ALLOWAELE
FARTH FII I
0'-0'2'- O'
1'- 0"3'-0'
2'-O"3'- o"
3'-0"+'-o'
DRY 4'- o'
1 1
n
Phone: 719€956764
Fax 71$895€7?
Webclb: www.vallelprccastom
Emall : fiondesk@val leyprccastomBuena Vbtar Colorado
PRTCASI'rnc.
Tough Problem
Providing a simple, reliable, and
permanent means for dividing septic
tank effluent flow,
TUF-TITE Solution
A skong, stable, permanent,
non-corrosive Tuf-Tite Distribution
Box, with a Tuf-Tite Speed Leveler
in each outlet.
I lnjection molded HDPE
I Non-corrosive
I Simple to install
I Easy to level
ln a septic environment, no other
material can match High Density
Polyethylene in delivering a lifetime
of trouble{ree service, Tuf-Tite
Diskibution Boxes are injection
molded, using only premium HDPE
which contains no fillers or foam.
Snap-in pipe seals
They're patented. Simply insert your
PVC pipe and push it through the
flexible, polyethylene Tuf-Tite seal.
Pipes fit watertight. lnstallation couldn't
be easier.
They're permanent
Unlike cement-based pipe grout,
Tuf-Tite seals will not crack or corrode
in septic conditions. They stay pliable
and wateftight permanently.
t ffi rE-
.O
-TUF.TITE'4-Hole Distribution Box 4HD2
I Patented snap-in
pipe seals
simplify
installation.
INSTALLATION IS
JUST THIS SIMPLE
1. Position the Distribution Box
on level virgin soil.
Do not place box on a
concrete slab,
2. lnstall the inlet pipe and
outlet pipes. Be sure the
bottoms of all pipes rest on
virgin soil.
3, Level the Distribution Box
and all pipes as needed,
4, Backfill the pipes to within
two feet of ihe Distribution
Box. Recheck the level of the
box, then backfill up to the
top lid ridge.
5. lnstall and adjust Tuf-Tite
Speed Levelers.
6. Place lid on the Distribution
Box and finish backfilling.
2" Drop
s-35 t\s-40
P-10
Choice of Fittings
S-35 Pipe Seal, for:
I Sewer and Drain
I SDR 35 T ASTM 3034
I Thin Wall I 1500 Lb. Crush
S-40 Pipe Seal, for:
I Schedule 40
I 4" Corrugated
P-10 Plug, for unused holes
A Model 81 Riser. For series
lo" st Box.StackableHDPE
* Risers extend to grade in 6"' increments, Accept 1 1" x 1 1"
lids and grates.
lnterlocking Lid. Heavy-duty
HDPE Lid is ribbed for added
strength and rigidity. Slotted
sides interlock on the
Distribution Box.to assure a
tight fit.
The 4HD2 Distribution Box
comes complete with a
Regular Lid or an lnspection
Port Lid, and 5 snap-in
fittings of your choice.
Tuf-Tite Speed LevelersTM
Control the flow of effluent from
the Distribution Box. Simply
inserl a Speed Leveler into each
outlet pipe. Rotate each Speed
Leveler so the flow is distributed
as desired. Available for 3" or 4"
PVC pipe.
I lniection molded.
Exceptionally
strong.
I HDPE is non-
corrosive
in a septic
environment.
151/2"
11"
't
Choice of Lids
Regular Lid. Molded of rugged
HDPE.
lnspection Port Lid. For easy
access and inspection. Models
available to accept eiiher 4" or
6" extension pipes.
:O.TUF.TITE'I;
I
Drainage and Septic Products
i
Tuf-Tite@ Corporation \''.
'1200 Flex Court
Lake Zurich, lllinois 60047
] -.". betterseptic'- systems
t A full line of' innovationsfor
: . r:i,"
@1999 Tuf Tite@ Corporation
Fo(m 4ND2 3. Printed in USA