HomeMy WebLinkAboutEngineer's OWTS Design 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 wwr'v.kumarusa'com
Office Locations: Denver (HQ), Parkel Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
744I COANTY ROAD 301
GARFIELD COUNTY, COLORADO
PROJECT NO. 24-7 -424.02
SEPTEMBER 16,2024
PREPARED FOR:
ED BAKER
P.O. BOX 284
PARACHUTE, COLORADO 81635
bakeed bu rdicked@yahoo.com
TABLE OF CONTENTS
INTRODTJCTION
PROPOSED CONSTRUCTION
SITE CONDITIONS
SUBSURFACE CONDITIONS
OWTS ANALYSIS
DESIGN RECOMMENDATION S
SOIL TREATMENT ARE,A......
owTS coMPoNENTS ............
OWTS OPERATION AND MAINTENANCE.......
OWTS HOUSEHOLD OPERATION
OWTS MAINTENANCE.......
OWTS CONSTRUCTION OB SERVATION
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 l,OOO GALLON, TWO-CHAMBER SEPTIC TANK DETAIL
TUF-TITE 4-HOLE DISTRIBUTION BOX
a
,.,,.,.- 2
.......- 3
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5
6
6
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Kumar & Associates, lnc.Project No. 24-7 -424.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for a
proposed residence to be located at 7441 County Road 301, near Rulison, 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 as part of our agreement for professional services
to Ed Baker dated July 22,2024.
PROPOSED CONSTRUCTION
The proposed residence will be a single-story modular structure located on the site as shown on
Figure l. The existing barn will not be connected to the OWTS. The residence will have three
bedrooms. The OWTS will be designed for three bedrooms. The proposed soil treatment area
(STA) forthe OWTS will be located to the north of the residence as shown on Figure 1. Water
service u,ill be provided by an onsite well far to the south of the planned OWTS. The route of
the water supply line to the residence has not yet been determined.
If proposed construction is differentthan that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The site was occupied by an existing barn atthe time of our field exploration, see Figure 1 for
location. The terrain is moderately sloping down to the north at about 8%o grade. The onsite well
is located approximately 500 feet to the south of the proposed residence. The area of the
proposed STA is cattle range. Vegetation consists of sagebrush, grass and weeds.
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on August 1,2024. Two profile pits
(Profile Pits I and 2) were excavated with a trackhoe at the approximate locations shown on
Figure 1 to evaluate the subsurface conditions at the planned soil treatmenl 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 Classllicatlon
0-%'TOPSOIL; organic Loam, firm, moist, brown
l/' 1 l/,/2 - I /2 LOAM; moderate blocky structure, very stiff, slightly moist, brown.
1%',-3%',SANDY LOAM; gravelly, moderate blocky structure, medium dense, slightly rnoist, pale brown
Bottonl of pit @ 3',t.feet, y,here refusal v,as encounlered on a basalt boulder.
No groundv,qter or redoximorphic fbatures observed al time of pil excattalion
Kumar & Associates, lnc.Project No. 24-7 -424.02
"\
Log of Profile Pit 2
The soils encountered in profile pits, below about %foot of organic topsoil, consisted of about
l%to 2Y, feet of Loam overlying gravelly Sandy Loam down to the pit depths of 3%to 4Yzfeet.
Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from
Profile Pit 2 from 3%to 4% feetdepth with the results provided on Figure 2. The tested sample
(minus No.l0 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)
of0.60 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 Loam to Sandy Loam soils. The STA will be
sized for three bedrooms (6 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 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 residence 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, and 25 feet from the STA. We should be
notified for additional recommendations if the water line is within these minimum setbacks.
DESIGN RECOMMENDATIONS
The desigrr recotnmendations 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
desi gn recommendations.
0-t/r'TOPSOL; organic Loam, firm, moist, brown
l/ ) at/ I/2 -L /2 LOAM; moderate blocky structure, very stiff, slightly moist, brown
2Yr'-4%'SANDY LOAM; gravelly, moderate blocky structure, medium dense, slightly moist, brown
Disturbed bulk sample obtained.from 3% to 4% feet.
Bottom ofpit @ 8 feet, u,here refusal was encountered on a basalt boulder.
No groundwater or redoximorphic features observed at time of pit excavation.
a
a
Kumar & Associates, lnc.Project No. 24-7 -424.02
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SOIL TREATMENT AREA
r The STA will consist of two trenches with 22 Infiltrator Quick 4 Plus Standard chambers
placed in each trench (44 chambers total) in the native soils. Equal distribution will be
provided to the trenches by a distribution box.
. 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. A30% reduction of the STA size was
applied for use of Infiltrator chambers in a trench configuration. The total STA design
size is 528 square feet. Soil treatment area calculations are shown on Figure 3.
. A minimum of four feet of undisturbed soil between trenches is required.
o Trench cut depths should be minimized to avoid boulders.
o The trenches should be oriented along ground contours to minimize soil cut and cover.
r 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.
r 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.
. 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 charnbers. The inspection ports should extend at least
8 inches above the finished ground surface or be protected in a valve box at finished
grade.
. 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.
. The STA must be a minimum of 20 feet from the residence.
. 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 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.
. The tank must be a minimum of 5 feet from the residence and the STA.
Kumar & Associates, lnc.Project No, 2+7-424.02
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. The tank must be a minimum of 10 feet from any potable water supply lines or irrigation
lines.
. 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.
. The tank lids must extend to final surface grade and made to be easily located.
o Install the tank wtth 2 feet minimum cover soil for frost protection. Maximum tank
soil cover is 4 feet.
Sewer Pipe
. 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.
. The sewer pipe should have a rating of SDR35 or stronger.
. Schedule 40 PVC pipe is required beneath any driveway surfaces.
o The sewer pipe should be sloped between 2o/o to 4o/o 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 l8 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.
. The sewer pipe should be bedded in compacted3/t-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.
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 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.
Effl uent Transport Piping
o The effluent transport pipe should be 4-inch diameter SDR35 piping sloped at a2o/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 surface in the
chambers.
Kumar & Associates, lnc.Project No, 24"7.424.02
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. 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
2t/z inches in diameter to help prevent settlement of the pipe. Sags could cause standing
effluent to freeze and damage to the piping.
o A minimum 1 8 inches of cover soil should be provided over the effluent transport pipe.
Paved areas, patios or other areas without vegetative cover may be tnore 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.
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-inchthick
rigid foam insulation board.
. All 9O-degree bends should be installed using a 90 degree long-sweep or by using two
45-degree elbows.
Distribution Box
. 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 outlel 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.
r The effiuent 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.
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.
Kumar & Associates, lnc.Project No. 2+7-424.02
-6-
OWTS HOUSEHOLD OPERATION
o 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.
o Do not imigate the area on top of or directly upgradient of the STA field as this may
cause a hydraulic overload.
r Do not dispose of household waste down drains as this rnay 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, rnay 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.
. 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.
. The effluent filter for the tank should be cleaned at least 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 STA, which
may shoften 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 33oh 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 drau'ing and certification of the OWTS construction (As-Built inspection).
We should be provided with at least 48-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.
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
Kumar & Associates, lnc.Project No. 24,7 -424.02
-7 -
recomrnendations 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
ericountered 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 verifii 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 Garfield County Regulations. Below is a table of common
rninimum 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 I - 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'l0'\t l'25 5
Septic Tank 50 r0'5 l0'50 r0'
Buildine Sewer 50'5 0 l0'50 10'
Please contact us for any necessary rerrisions 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 Associatcs,Inc.
Shane M. Mello, Staff
Reviewed by:
David A. Young. P.
SMMlkac
6
"t7-Z
Kumar & Associates, !nc.Project No. 24.7-424.02
7441 COUNTY ROAD 301
(MoRRrsANrA MESA RoAD)
PROPOSED SOIL TREATMENT AREA
(sTA) CONSTSTTNG 0F TWO ROWS
F 22 INFILTRATOR QUICK PLUS
4 STANDARD CHAMBERS (44
cHAMBERS TOTAL).PROPOSED
TUF-TITE 4-HOLE
DISTRIBUTION BOX
PROFILE
PII 2
PROFILE
PIT 1
OUT
1,000-GALLO
PROPOSED VALLEY
PRECAST
TWO-CHAMBER
SEPTIC TANK
PROPOSED
3-BEDROOM
RESI DENCE
TXISTING
BARN
o|4
o
oE
Fz.
lo
o
oE
a
L!
z
a
v.Eo
24-7 -424.02 Kumar & Associates OWTS SITE PLAN Fig. 1
4 INCH DIAMETER
NON_PERFORATED
SDR35 TRANSPORT
PIPE SLOPED AT A
2% VtN. DOWN TO
TRENCH.
INFILTRATOR QUICK4 PLUS STANDARD
END CAP.
TRANSPORT PIPING
SHOULD BE INSERTED
AT LEAST 6 INCHES
INTO THE UPPER
INFILTRATOR QUICK4 PLUS
STANDARD CHAMBERS IN 2
TRENCHES. 22 CHAMBERS
PER TRENCH (44 ToTAL).OCKOUT IN THE END
CAP. INSTALL SPLASH
PLATES BENEATH INLET
PIPING TO HELP LIMIT
SCOURING OF THE
INFILTRATIVE SURFACE.
EEfWEEN TRENCHES
TUF-TITE
4-HOLE
DISTRIBUTION
BOX
4 INCH DIAMETER
NON-PERFORATED
SDR35 TRANSPORT
IPE SLOPED AT A 4 INCH DIAM R PVC
2% MIN. DOWN TO
DISTRIBUTION BOX.
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 AT
LEAST 8 INCHES ABOVE
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.
10 0 10
SCALE- FEET
20
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.
5. Refer to the Garfield County Onsite Wastewater System Regulations for other applicable specifications.
24-7 -424.02 Kumar & Associates SOIL TRTATMENT AREA PLAN VIEW Fi1. 4
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIYE READINGS
24 HRS 7 HRS
CLSAR SQUARE OPENINGS
-
P
!o0
90
60
70
60
50
10
30
20
t0
0
o
t0
20
30
40
50
60
70
80
90
t00
*
b
E
200
OIAMETER OF PARTICLES IN MILLIMETERS
CI AY COBBLES
.002 mm .02 .05 .1 .25 .5 1 2mm 5 20
SAMPLE OF: GRAVELLY SANDY LOAM
FROM: PRoFILE PIT 1 AT 3-1/2 lO 4-1/2 FEET
ENTIRE SAMPLE
GRAIN SIZE PARTICTE SIZE DISTRIBUTION %(..)SIEVE SIZE % FINER
COBBLES 0
127.00 100 GRAVEL 31
76.00 3"100 SAND 49
58.1 0 1 -1 /2"100 SILT 15
1 9.05 3/4"CLAY 7
9.50 s/8 84
4.75 78-692.00 #10
1.00 #1E
-rc-
PORTION OF SAMPLE
480.50 #35 PASSING #10 STEVE
0.25 #60 _ __39-----30 - ---
0.1 06 #140 __PARTICLE SIZE DISTRIBUTION %
0.053 ln0 SAND - _1,\_ ,
SILT t9
CLAY 10
TOTAL SAMPLE RETAINED 0N fl0 SIEVE: 31%
GRAIN SIZE TIME PASSED % FINER(rr)( min)PERCENT OF MATERTAL RETATNED 0N #10 STEVE
PASSTNG 3/4" STEVE: 71%
0.037 18
0.019 1 14
0.009 19 11
0.005 60 I
0.002 435
1 545
7
0.00 1
NOTE: Hydrometer Anolysis wos performed on o
bulk s6mp16 followlng scraenlng of oll moleriol
lorger lhon the f 10 sieva (2.0 mm) per USDA
guidelines.
Th.3r l.sl rreulls opply only to lh.rompl.. whlch s.r. t.d.d, Th!
l.sllng r.porl rholl nol b. r.produc.d,
.xcopl ln lull, wllhoul lhe wrlllen
dpprovql of Kumor & A3soclof.s, lnc.
Si.v. onolysl3 hsllng i! p.rform.d in
occordonc. wllh ASTM Dil22, ASTM Cl56
ond/or ASTM Dll,l0.
SILT SAIID GRAVEL
FINE co.V. FINE FINE [4 EDlUlvl co.V, CC.FINE MFDIJM COARSE
24-7 -424.02 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 2
OWTS SOIL TREATMENT AREA CALCUTATIONS
In accordance with the Gafield County OWTS Regulatbns and the Cobrado Department of Publb Heath
and Environment's Regulatbn #43, the soiltreatment area rnas calculated as folorrvs:
CALCULATION OF OWTS DESIGN FLOW:
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
3 BEDROOMS
6 PERSONS
450 GALLONS PER DAY
frAt Fttt ATI/rlr atE arllrrQ CAII TDEATI|ENT ITDEA.
MINIUMUM TREATMENT AREA = Q + LTAR
WHERE:
Q=
LTAR (SOIL TYPE 2) =
45O GALLONS PER DAY
0.6 GALLONS/FTTDAY
MINIMUM SOIL TREATMENT AREA =
REDUCTION FACTOR FOR CHAMBERS =
MINIMUM SOIL TREATMENT AREA WITH REDUCTION =
750,0 SQUARE FEET
0.70
s25 SQUAREFEET
AREA PER INFILTMTOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
12 SQUARE FEET
44 CHAMBERS
NUMBER OF TRENCHES =
CHAMBERS PERTRENCH =
TOTAL NUMBER OF CHAMBERS AS DESIGNED =
2
22 CHAMBERS
44 CHAMBERS
TOTAL SOIL TREATMENT AREA =s28 SQUARE FEET
24-7 -424.02 Kumar & Associates SOIL TREAIMENT AREA CALCULATIONS Fis. 3
EXCAVATE 36''
WIDE TRENCH 12" MtN./24" MAX.
COVER SOIL GRADED
TO DEFLECT
INFILTRATOR QUICK 4
PLUS STANDARD
CHAMBER INSTALLED
LEVEL
URFACE WATER
APPROX EXISTING GROUND SURFACE
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 jnstallation.
3. Changes to this design should not be made without consultation and approval
by Kumar & Associates.
2
SCALE- FEET
NT
SCARIFY GROUND
SURFACE PRIOR TO
CHAMBER PLACEME
4' MlN.
NDISTURBED
SOIL
BETWEEN
TRENCHES
NATIVE SOIL I=
24-7 -424.02 Kumar & Associates SOIL TREATMENT AREA CROSS-SECTION Fig.5
{OOO Gallon Top $eam - 2CPlbm #
looor-zcP
11
DESIGN NOTES. Design per performonce test per
ASTM C1227. Top surfoce oreo 46,25 ftzr f'c @ 28 doys; 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 compoctedr Excovoted moteriol moy be used for
bockfill, provided lorge stones ore
removede Excovotion should be dewotered ond
tonk filled with woter prior to being
put in service for instollotion with
woter toble less thon 2' below groder Meets Cl644-06 for resilient
connectorsr lnlet ond Outlei identified obove pipeo Delivered complete with internol
pipingr 4' Moximum bury depth
Digging Specs
11' Long x 7' Wide
56" below inlet
ln vert
lnlet Outlet
56" 53"
'-
CbarAffi
Top
View
b Grade
Rubber
Sealant
Section
View
l'I ..-L
)u
Fleldble
6t
TAI{K
to
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6l
'u5t
Dimensions Net Copocity Net Weight
Length Width Height ,lnlet Side Outlet Totol Lid Tonk Totol
111" 60" 68" 687 gol 323 gol 1010 gol 2620 lbs 9380 lbs 12000 lbs
ALLOWABLE BURY
(Bosed on Woter Toble)
WATER TABLE ALLOWABLE
FARTII FII I
0'-0"2'-O"
1'-0"3'-0'
2'-O"3'-0"
3'-0'4'- 0'
DRY 4'-o'
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Phonc: 719€95{704
Fax: 71939tii1727
Webclb: wwm.vallelryrccastorr
Emll : fiondek@vallelryrccast omBucne Vlrte, Colorado
PRtCASfrInG.
iank effluent flow.
TUF-TITE Solution
A strong, stable, permanent,
non-corrosive Tuf -Tite Diskibution
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 rn 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 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 watertight permanently.
.TUF.TIT[' 4-Hole Distribution Box 4HD2
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P-10
s-40
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 the 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.
Ghoice of Fittings
S-35 Pipe Seal, for:
I Sewer and Drain
r SDB 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
Choice of Lids
Regular Lid. Molded of rugged
HDPE.
lnspection Port Lid. For easy
access and inspection, Models
available to accept either 4" or
6" extension pipes.
Tuf-Tite Speed LevelersrM
Control the flow of effluent from
the Distribution Box. Simply
insert 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.
.TUF.TITE
a
tn A full line of
innovations fot
better septic
systems
Drainage and Septic Products
Tuf-Tite' Corporation
1200 Flex Court
Lake Zurich, lllinois 60047
O l 999 Tul-Tite@ Corporalion
Form 4HD2-3. Printed in I.JSA