HomeMy WebLinkAboutEngineer's OWTS Design PlanlGrtHffifimmliTd-""
An Emdoycc Grncd Gompony
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax (970) 94s-8454
email: kaglenwood@kumarusa.com
www.kumarus?.com
O,ffice Locations: Denver (HQ), Parker, Golorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
LOT 2, PIFFER SUBDTVISION E)GMPTION
TBD RAM LAI\E
GARTTELD COUNTY, COLORADO
PROJECT NO. 23-7-689
MARCrr 29,2024
PREPARED FOR:
EVAI\{ WAGSTROM
P. O. BOX 543
GLENWOOD SPRINGS, COLORADO 81602
ewass6T@smail.com
TABLE OF CONTENTS
INTRODUCTION
PROPOSED CONSTRUCTION
SITE CONDITIONS.........
SUBSURFACE CONDITIONS
OWTS ANALYSIS ........
DESIGN RECOMMENDATIONS .............
SOIL TREATMENT AREA.......
owrs coMPoNENTS .............
OWTS OPERATION AND MAINTENANCE......,..
OWTS HOUSEHOLD OPERATION
OWTS MAINTENANCE............
OWTS CONSTRUCTION OBSERVATION
LIMITATIONS
FIGURES
FIGURE 1 _ OWTS SITE PLAN
FIGIIRE 2 _ USDA GRADATION TEST RESULTS
FIGTIRE 3 _ SOIL TREATMENT AREA CALCULATIONS
FIGURE 4 _ SOIL TREATMENT AREA PLAN VIEW
FIGURE 5 _ SOIL TREATMENT AREA CROSS SECTION
ATTACHMENTS
VALLEY PRECAST I,5OO GALLON, TWO-CHAMBER SEPTIC TANK DETAIL
TUF-TITE 4.HOLE DISTRIBUTION BOX
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Kumar & Associates, lnc.Prcject No. 23-7.689
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for a
proposed residence to be located on Lot 2, Piffer Subdivision Exemption, TBD Ram Lane,
Garfreld 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 Deparhnent of Public Health and
Environmental Regulation #43. The services were supplemental to our agreement for
professional services to Evan Wagstrom dated December 7,2023.
PROPOSED CONSTRUCTION
The proposed residence will be a one to two-story structure over a crawlspace located on the lot
as shown on Figure 1. The residence will have three bedrooms. The OWTS will be designed for
five bedrooms to allow for future expansion. The proposed soil treatment area (STA) for the
OWTS will be located downhill and to the west of the residence as shown on Figure 1. Water
service will provided by an onsite well. The location of the well and the route of the water
supply line to the residence have not yet been determined.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE COIYDITIONS
The lot was vacant except for an old shed near the center of the lot at the time of our field
exploration. The terrain at the proposed residence and STA is gently rolling and sloping, down
to the west towards a drainage. Vegetation consists of sagebrush, juniper trees, gfass and weeds.
There are no onsite wells or water features.
SUBST]RFACE CONDITIONS
The field exploration for the OWTS was conducted on December 7,2023. Two profile pits
(Profile Pits I and 2) were excavated with an excavator at the approximate locations shown on
Figure I 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 I
Depth USIIA Classiflcefion
0-l'TOPSOL; organic Loam, firm, moist, dark brown.
r'-6'SANDY LOAM; moderate blocky structute, very stiff, slightly moist, brown.
a
a
a
Disturbed bulk sample obtainedfrom 31h to 6feet.
Bottom ofpit @ 6feet, where practical digging refusal occurred.
No groundwater or redoximorphicfeatures observed at time of pit excavation.
Kumar & Associates, lnc.Project No.23-7-689
Ilepth U$DA Clrsslffcatlon
0-l'TOPSOI; organic Loam, firm, moist, darkbrown.
1',-5',SANDY LOAM; moderate blocky structure, very stiff, shghtly moist, brown.
Bottom of pit @ 5 feet, where practical digging refusal occut'red.
No groundwater or redoximorphic features observed at time of pit excavation.
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Log of Profile Pit 2
The soils encountered in profile pits, below about I foot of organic topsoil, consisted of Sandy
Loam down to the pit depths of 5 and 6 feet. Practical digging refusal occurred with the
excavator in the Sandy Loam due to its hardness. Hydrometer and gradation analyses were
performed on a disturbed bulk sample of the soils from Profile Pit I &om 3Vzto 6 feet depthwith
the results provided on Figure 2. The tested sample (minus No.10 size sieve fraction) classifies
as Sandy 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 2 per State regulations, which equates to a long-term acceptance rate (LTAR)
of 0.60 gallons per square foot per day.
OWTS ANALYSIS
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
residence 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 Loam soils. The STA will be sized for
five bedrooms (8 persons) with an average daily flow of 75 gallons per person, and an LTAR of
0.60 gallons per square foot per day for the natural soils.
The effluent will gravity flow from the residence to the septic tank for primary treatment and
then gravity flow to the STA for dispersal and final treatment. The STA will consist of three
trenches with Infiltrator Quick 4 Plus Standard chambers. Equal distribution will be provided
to the chambers and trenches by a distribution box.
The location of the onsite well and the route of the planned water supply line to the residence is
currently not designed. The required setback to the well from the septic tank, sewer lines, and
effluent lines is 50 feet, and 100 feet for the STA. The required setback to the water line from
the septic tank is 10 feet, 5 feet for sewer and effluent lines, and 25 feet from the STA. We
should be notified for additional recommendations if the well or water line is within these
minimum setbacks.
Kumar &Associates, lnc.Project No. 23-7-689
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DE SIGN RECOMMENDATIONS
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 ofthe 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.
SOIL TREATMENT AREA
o The STA will consist of three trenches with 20 Infiltrator Quick 4 Plus Standard
chambers placed in each trench (60 chambers total) in the rtative soils. Equal dishibution
will be provided to the trenches by a distribution box.
o The STA was sized based on an LTAR of 0.60 gallons per square feet per day.
o Each chamber was allowed 12 square feet of area. A 30% reduction of the STA size was
applied for use of Infiltrator chambers in a trench configuration. The total STA design
size is 720 sqtnre feet. Soil treatment area calculations are shown on Figure 3.
o A minimum of four feet of undisturbed soil between trenches is required.
r Trench cut depths should be a maximum of 3 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.
r { 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 at 3 horizontal to I vertical or flatter. A swale to divert surface water flow away
from the STA may be needed along the upslope side.
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 frnished ground surface or be protected in a valve box at finished
grade.
o The STA must be a minimum of l0 feet from any property line.
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.
c The STA must be aminimum of 20 feet from the residence.
Kumar & Associates, lnc.Project No.23-7-689
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o The STA must be a minimum of 100 feet from a cistem or well.
o The STA must be a minimum of 25 feet from a dry gulch.
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 1,500 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.
e The tank must be a minimum of 5 feet from the residence.
o The tank must be a minimum of 10 feet from any potable water supply lines.
o The tank must be a minimum of 50 feet from a cistem or well.
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
coufse.
o The tank lids must extend to final surface grade and made to be easily located.
o Install the tank with2 feet minimum cover soil fot 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.
. The sewer pipe should be sloped between 2o/o 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.
Kumar & Associates, lnc.Projec-t No.23.7.689
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. The sewer pipes should be bedded in compacted %-inch road base or native soils
provided that the native soils contain no angular rocks or rocks larger than2% inches
in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing
effluent to freeze and damage the piping.
r 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.
o All 9O-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 residence. 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.
Eflluent Transport Piping
o The effluent transport pipe should be 4-inch diameter SDR35 piping sloped ata2o/o
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
beneath the inlet piping to help limit scouring of the infiltrative soil zurface in the
chambers.
o The effluent transport pipe should be bedded in compacted,s/+-inch road base or native
soils provided that the native soils contain no angular rocks or rocks larger than
ZYzinches in diameter to help prevent settlement of the pipe. Sags could cause standing
effluent to freeze and damage to the piptng.
o 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 susgeptible 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.
o 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.
o All 90-degree bends should be installed using a 90 degree long-sweep or by using two
45-degree elbows.
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 reDort.
Kumar & Associates, lnc.Projec{ No.23-7-689
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The distribution box outlet pipes should be equipped with Tuf-Tite speed levelers for ease
of initial setup and adjustment 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 freeze or
cause settlement.
o
OWTS OPERATION AND MAINTENANCE
The OWTS will require periodic inspection and maintenance to frrnction 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
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 includes: dental floss, cotton swabs, coffee
grounds, paper towels, feminine products and many other kitchen and bath items.
r 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.
Kumar & Associates, lnc.Project No.23-7-689
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. 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.
o 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 tanl! distribution box and STA at least annually for problems or sigus
of failure.
o The effluent filter for the tank should be cleaned at least annually by spray washing solids
into the first chamber ofthe septic tank.
r 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 33yo 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 48-hour notiee 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.
LIA{ITATIONS
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 purposes" We are not
responsible for technical interpretations by others of our information. As the project evolves, we
Kumar & Associates, lnc-Proied No-23-7-689
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should provide continued consultation and field services during conskuction to review and
monitor the implernentation of our recommendations, and to verifu 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 ofthe 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 ofrequired setbacks. We recommend the OWTS components be surveyed by
a Professional Colorado Land Surveyor.
Table I - Common Minimum Ilorizontal Setbacks from OWTS Components
Piease 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.
Respectfu lly Subrnitted,
F,{c.{ffirar &B'm*"
M.Staff Engineer
Reviewed by:
David A. Young, P.E.
SMMlkac
\ilells
Water
Supply
Line
Occupied
Dwelling
Lined
Ditch
Lake,
Irrigation
Ditcho
Stream
Dry
Ditch or
Gulch
Septic
Tank
STA 100'25 20 10'50'25',5
Septic Tank 50'10'5'l0'50't0'
Building Sewer 50'5'0'l0'50'l0'
Kur$er & Ass**i*lee, Inc,Frojee{ fds. f"3-?-$S$
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CLEANOUT.
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PROPOSED
TUF_TITE
4-HOLE
DISTRIBUTI
BOX
1 ?5 32?001 $ r
2341
l PROFILE
$4
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PROPOSED SOIL TREATMENT
AREA (STA) CONSISTING OF
3 ROWS OF 20 INFILTRATOR:
QUICK4 PLUS STANDARD
(60 CHAMBERS TorAL)
CHAMBERS.
.
Fig. 1OWTS SITT PLAN23-7 -689 Kumar & Associates
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90
ao
70
&
50
,ao
50
20
to
HYDROUETER ANALYSIS SIEVI ANALYSIS
N!€ READIXG€
cM tstf, utf,2' HRS 7 HRS lSNX
u.s.cff sQUAng @il|res
r_f
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lo
20
50
&
$
60
70
ao
90
too
t52
DIAMETER OF
cuY COBBLES
.02 .&5 .1 .25 .5 20 76
SAMPLE OF: SANDY LOAM
FROM: PROFILE PIT 1 AT 3-1/2 TO 6 FEET
ENTIRE SAMPLE
PARTICLE SIZE DISTRIBUTION %
coBBt.Es 0
GRAVEL
SAND
9
,{.9
SILT 2A
14CLAY
PORTION OF SAMPLE
PASSTNG #rO SIEVE
TOTAL SAMPLE RETAINED ON #10 SIEVE: gra
GRAIN SIZE(-*)TIME PASSED
(mln)
0.0J7 59
0.0r9 1 29
o.009 19 21
o.005 60 17
0.002 135 12
0.001 1 545 I
PERCENT OF TIATERIAL RETAINEO ON #10 SIEVE
PASSING 3/4" StEvEz 7A%
U FINER
NOTE: Hydromel€r Anoly3ls wos p€rfomed on o
bulk scmple {ollowlng screening of oll moterlol
lorger thon lhe f,10 sieve (2,O mm) per USOA
guldellnes.
Th... tcd BUlb opply only lo lh!
3qmpl.s rhlch e.ra lsslad. Th.
t€sfing rpo.t lhqll nol b. Fprcdu6d,qcrpl ltr full, wilhout lho *rlltcnqgpml ot Kumqr t A3!@lqt ., lnc.
Sl.Y. qrc]Fl! t€llng 13 gortomgd ln
occordon@ vlth ASTy D422, ASTM Cl56
ond,/or ASTM Dll4O.
GFAVELSILTSAND
co.v co.FINE MEDIUM COAreEFINEco.V. FINE FINE MEDIUM
GRAIN SIZE(--)SIEVE SIZE % FINER
127.OO
76.00
roo
loo ^:- --5"
58.1 0 1 -1 /2"100
1 9.05 s/4"96
9.50 s/8"96
1.75 *1 96
2.00
r.00
#r0 91
85#18
0.50 *35 7S
0.25 *60 71
o.106 ,110 57
o.053 ,270 42 SAND
PARTICLE SIZE DISTRIBUTION i6
54
SILT 51
CLAY l5
23-7-689 Kumar & Associates USDA GRADATION TTST RESULTS Fis. 2
OWI']S SOIL TREATTIIENT AREA CATCULATIONS
In accordance wlfr the Eagb County OWTS Regubtbns and the Cobrado Department of Rtbk Heath
and Envionmenfs Reguhtbn #43, the sol treatment area raas cabubted as folovtts:
GAtCULAilOil OF OWTS DESIGN FLOWI
q = (F)(N)
N = 2 PERSONS PER BEDROOM
WHERE:
Q = DESIGN FLOW
F = AVEMGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER OF PERSONS
f,=
$=
fl=
Q=
75 GALLONS PER DAY
5 BEDROOMS
8 PERSONS
600 GALLONS PER DAY
CALGULATIOil OF O}YTS SOIL TREATME]IT AREA:
MINIUMUM TREATMENT AREA = Q + LTAR
WHERE:
QE
LTAR (SOILTYPE z1=
600 GALLONS PER DAY
0.6 GALLOiTS/FTTDAY
MINIUUM SOIL TREATMENT AREA =1000.0 SQUARE FEET
REDUCTION FACTOR FOR CHAMBERS =0.70
700 SQUARE FEETMINIMUM SOIL TREATMENT AREA WITH REDUCTIOI{ =
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
12 SQUARE FEET
59 CHAMBERS
NUMBER OF TRENCHES =
CHAMBERS PERTRENCH =
TOTAL NUMBER OF CHAI.IBERS AS DESIGNED =
3 TRENCHES
20 CHAMBERS
60 CHAMBERS
TOTAT SOil TREATMENT AREA =72O SQUARE FEET
23-7-689 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fi9. 3
INFILTRATOR QUICK4 PLUS STANDARD
END CAP.-t
G
I
e
4 INCH DIAMETER PVC
OBSERVATION PORTS
INSTALLED VERTICALLY INTO
THE KNOCKOUTS PROVIDED IN
END CAPS. INSTALL PORTS
AT EACH ENO OF EACH
TRENCH. REMOVABLE LID TO
BE PLACED ON TOP OF PIPE.
PIPE MUST STICK UP AT
8 ]NCHES ABOVE
INFILTRATOR QUICK4 PLUS
STANDARD CHAMBERS IN 5
TRENCHES. 20 CHAMBERS
PER TRENCH (60 TOTAL).
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.
TRANSPORT PIPING SHOULD BE
INSERTED AT LEAST 6 INCHES
INTO THE UPPER KNOCKOUT IN 4 INCH DIAMETER
NON-PERFORATED
SDR35 TRANSPORT
THE END CAP. INSTALL
PLATES BENEATH INLET PIPING
TO HELP LIMIT SCOURING OF
THE INFILTRAT]VE SURFACE.
IPE SLOPED AT A
2% MIN. DOWN TO
DISTRIBUTION BOX.
4 INCH DIAMETER
NON_PERFORATED
SDR55 TRANSPORT
PIPE SLOPED AT A
2% MIN. DOWN TO
TRENCH.
TUF-TITE
4-HOLE
IBUTION
BOX
10 0
SCALE-FEET
Notes:
t. Chambers should be insialled level on a scarified ground surface. Concrete sand may be used as a leveling course if
necessary.
Z. Care should be taken by the contractor to avoid compaction of ttre native soils in the trench areas. The base and side walls of
lrench 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 Begulations for other applicable specifications.
23-7-689 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4
INFILTRATOR QUICK 4
PLUS STANDARD
CHAMBER INSTALLED
EXCAVATE 36,,
WIDE TRENCH 12" MIN-/24" MAX.
COVER SOIL GRADED
TO DEFLECTLFACE WATER
ACE
Notes:
i. 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 excavaiions should be
scarified prior to chamber insiallation'
3. Changes to this design should not be made without consultation and approval
by Kumar & Associates.
2_5 5
SCALE_FEET
NATIVE SOIL STURB
sot
CHAMBER PLACEMENT
SCARIFY GROUND
ACE PRIOR TO
23-7-689 Kumar & Associates SOIL TREATMENT AREA CROSS_SECTION Fis. 5
{5OO Gallon Top Seam -zCPtt tn*
1500T-2GP
i. --, i,
Top
ViewDESIGN NOTESr Design per performonce test per ASTM
c1227
. Top surfoce oreo 62.33 ft2
r f'c @ 28 dole; concrete = 6,000 PSI
Min.
lnstollotion:
r Tonk to be set on 5" min. sond bed or
peo grovelo Tonk to be bockfilled uniformly on oll
sides in lifts less thon 24" ond
mechonicolly compoctedo Excovoted mqteriol 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 instollqtion with woter
toble less thon 2' below groder Meets C1644-O6 for resilient connectorso lnlet ond Outlet identified obove pipe
o Delivered complete with internol piping
o 4' Moximum bury depth
r l.,l-
l"
Bmt
Dimensions :
2trclcAcil
6t
Tlt( ,lO ')
J
-'...-=:=.
Rbetr b Grade
Totol I Lid
1509 gol 360O lbs
i
Rubber
S€lanil
Section
]"
View
5:
Digging Specs
'13' Long x 8' Wide
56" below inlet
lnvert
lnlet,Outlet
l56'i 5J"
i
Net Copocity Net Weight
Tonk
1118O lbs
r Totol
114780 tb
ALLOWABLE BURY
(Bosed on Woter Toble)
WATER TABLE ALLOWAELL
EARTI{ FILL
0'- o'3'- O"
1'- o"3'- O"
2'-O-4'- 0-
3'- 0"4'- 0"
DRY 4'- O"
11I f"
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effluent flow.
TUF-TITE Solution
A strong, stable, permanent,
non'corrosive Tuf-Tite Distribution
Box, with a TutTite Speed Leveler
in each outlet.
.li,li ,,ri. 1r
I lnjection molded HDPE
I Non-corrosive
I Simple to install
I Easy to level
ln a septic environment, no other
materialcan match High Density
Polyethylene in delivering a lifetime
of trouble-free service. Tuf-Tite
Distribution Boxes are injection
molded, using only premium HDPE
which contains no fillers or foam.
Snap-in pipe seals
They're patented. Simply inseft 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 conode
in septic conditions. They stay pliable
and watertight permanently.
*,.TUt'TITE.4-Hole Distribution Box 4HD2
I Injection molded.
Exceptionally
strong,
I HDPE is neno,
corosive
in a septic .t
environment.
.l; Patented snap.in
pipe seals
simplify
installation,
INSTALLATION IS
JUST THIS SIMPLE
1. Position the Distribution Box
on levelvirgin 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. Levelthe Distribution Box
and all pipes as needed.
4. Backfillthe pipes to within
two feet of the Distribution
Box. Recheckthe level ofthe
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 linish backfilling.
' lntedccking Ud.'Heavy-duty
, HDPE Lid is,ribbed {or added
strength and rigidity, Slotted
sides interlock on the
Distribution Box to assure a
tight fit.
The 4HD2 Distribution Box
como"s complete with'a
Regulu Ud,or an lnspection
Port Lid, and 5 snap-in
Model B1'Riser. For series
Bl Box. Stackable:HDPE
Risers,extend to grade in 6'
inerements. Accept 1:1'x 11'
fittlngs ol,your.choice. ' ;
2" Drop
Choice of Fittings
S-35 Pipe Seal, for:
I Sewer and Drain
I SDR35 TASTM 3034
I Thin Wall t 1500 Lb. Crush
S-40 Pipe Seal, for:
I Schedule 40
1 4" Corrugated
P-10 Plug, for unused holes
't
Atull line of
innovations fot
better sept c
systeans
h
s-35 s-40
P-l0
... Jids and grates.
Tuf -Tite Speed LevelersTM
Control the flow of effluent from
the Distribution Box. Simply
insert a Speed Leveler into each
outlet pipe. Rotate each Speed
Leveler so the {low is distribuied
as desired. Available for 3" or 4"
PVC pipe.
Choice of Lids
Regular Lid. Molded of rugged
HDPE.
lnspection Port Ud. Foreasy
access and inspection. Models
available to accept either 4" or
6" extension pipes.
I;
ffi
i.il;ir:tagti alii l;ir.1:r;ic i'injjl.icti]
-i"u{i'iir: I tli:ii;q.i'rti<r il
1200 Flex Court
Lake Zurich, lllinois 60047
"'-'?-TUt{lTE'
@1 999 Tuf-llt6@ Cirporatior
Fom 4HD2-3. Printed ir USA