HomeMy WebLinkAboutOWTS Design Packet 03.23.2020K±A
Kumar & Associates, Inc."'
Geotechnical and Materials Engineers
and Environmental Scientists
An Employee Owned Company
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
www.kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED RESIDENCE
LOT 2, RICHARDSON MINOR SUBDIVISION
3135 COUNTY ROAD 134
GARFIELD COUNTY, COLORADO
PROJECT NO. 19-7-670.02
MARCH 23, 2020
REVISED APRIL 6, 2020
PREPARED FOR:
HUNTER & BREANNA McCALLUM
605 WEST COLUMBIA COURT
GLENWOOD SPRINGS, COLORADO 81601
(mccallum b(u).stifel.com)
TABLE OF CONTENTS
INTRODUCTION - 1 -
PROPOSED CON S'IRUC'I'ION - 1 -
SITE CONDITIONS - 1 -
SUBSURFACE CONDITIONS - 2 -
OWTS ANALYSIS 3
DESIGN RECOMMENDATIONS - 3 -
SOIL TREA1'MEN'1' AREA - 3 -
OWTS COMPONENTS - 4 -
OWTS OPERATION AND MAINTENANCE - 7 -
OWTS HOUSEHOLD OPERATION - 7 -
OWTS MAINTENANCE - 8 -
OWTS CONSTRUCTION OBSERVATION - 9 -
LIMITATIONS - 9 -
FIGURES
FIGURE 1 —OWTS SITE: I'1.AN
FIGURE 2 — USDA SOIL GRADATION TEST RESULTS
FIGURE 3 — SOIL TREATMENT AREA CALCULATIONS
FIGURE 4 — SOIL TREATMENT AREA PLAN VIEW
FIGURE 5 — SOIL TREATMENT ARE CROSS SECTION
ATTACHMENTS
VALLEY PRECAST 1,000 GAT,T,ON, TWO -CHAMBER SEPTIC TANK DETAIL,
TUF-TITE 6-HOLE DISTRIBUTION BOX
Kumar & Associates, Inc. ® Project No. 19-7-670.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for the
proposed residence to be located on Lot 2, Richardson Minor Subdivison, 3135 County Road
134, Garfield County, Colorado. The purpose of the report was to provide design details for the
OWTS in accordance with the 2018 Garfield County Onsite Wastewater Treatment System
Regulation #43. The design services are supplemental to our agreement for professional services
to Tye Richardson dated November 4, 2019. We previously prepared a geotechnical study for
the site and submitted our findings in a report dated November 21, 2019, Project No. 19-7-670.
PROPOSED CONSTRUCTION
The proposed residence will be two-story, three -bedroom structure with an attached garage
located on the site as shown on Figure 1. The ground floors will be slab -on -grade. The soil
treatment area (STA) will be located to the northwest and down slope of the proposed residence,
see Figure 1. The OWTS will be designed for 3 bedrooms. Water service will be provided by an
onsite well to the northwest of the residence. The route of the water service line had not been
determined at the time of this report.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The site was mostly vacant with a horse corral in the area of the proposed residence and a water
spigot to the north of the corral at the time of our field exploration. The terrain in the area of the
proposed STA is gently sloping down to the north. There is a steeply sloping hillside down to
the northeast to the southwest of the planned STA. The ground surface appears to be mostly
natural except in the corral area which had been cut and filled some to level. Vegetation
consisted of grass and weeds. To the east of the site, South Canyon Creek flows generally to the
north. The onsite well is to the north of the proposed residence and the water supply line to the
spigot is assumed to follow the route shown on Figure 1.
Kumar & Associates, Inc. ® Project No. 19-7.670.02
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SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on November 4, 2019. Two profile pits
(Profile Pits 1 and 2) were excavated with a backhoe at the approximate locations shown on
Figure 2 to evaluate the subsurface conditions at proposed STA 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'-2'/2'
TOPSOIL; organic sandy loam, firm, moist to slightly moist, dark brown.
2'-5'
SANDY LOAM; moderate blocky structure, medium dense, slightly moist, brown.
5'-8'
LOAMY SAND; single grain structure, loose, slightly moist, hrown.
•
•
•
D .sturbed bulk sample obtained from 4 to 5feet.
Bottom of pit @ 8 feet.
No free water or redoxirnorphic, features observed at time q f pit excavation.
Log of Profile Pit 2
Depth
USDA Classification
0'-3'/2'
TOPSOIL; organic loam, firm, moist, dark brown.
3'/2'-6'
GRAVELLY LOAM; strong blocky structure, very stiff, slightly moist, brown,
6, 8,
GRAVELLY SANDY LOAM; moderate blocky structure, medium dense, moist,
brown.
• Disturbed bulk sample obtained from 4 to 5 feet.
• Bottom of pit @ 8 feet.
I•. Noifi'ee water or redoximorphic features observed at time of pit excavation.
The soils encountered in profile pits below, about 2'/2 to 3'4 feet of topsoil, consisted of 3 feet of
Sandy Loam overlying Loamy Sand to the pit depth of 8 feet in Profile Pit 1 and 2'/2 feet of
Gravelly Loam overlying Gravelly Sandy Loam to the pit depth of 8 feet in Profile Pit 2.
Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from
Profile Pit 2 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 Loam per the USDA system.
Based on the profile pit tactile evaluations and laboratory testing, the design soils have been
classified as Soil Type 2 per State regulations, which equates to a long-term acceptance rate
(LTAR) of 0.60 gallons per square foot per day. No free water was encountered in the pits or
indications of seasonal high groundwater observed at the time of the pit excavations.
Kumar & Associates, Inc.® Project No. 19-7-670.02
-3-
OWTS ANALYSIS
Based on the site conditions and profile pit evaluations, the evaluated area should be suitable for
a conventional infiltration soil treatment system consisting of chambers in a trench configuration.
The base of the soil treatment trenches will be in Sandy Loam to Loam soils (Soil Type 2) for
which we will use an LTAR of 0.60 gallons per square foot per day to size the STA. The system
will be designed for the three bedrooms with an average daily flow of 75 gallons per person with
double occupancy of the three bedrooms. In total, the OWTS will be designed for three bedroom
and six persons for a total of 450 gallons per day of wastewater.
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.
A 50 feet setback is required from the STA and septic tank to any stream. A 100 feet setback is
required from the STA to any well. A 25 feet setback is required from the proposed STA to any
potable water supply lines. The location of the water supply line is not currently designed. The
assumed location of the existing waterline is shown on Figure 1. If the water supply line is
within 25 feet of the proposed STA, we should be notified for additional recommendations.
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. 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, contact us to re-evaluate our design
recommendations.
SOIL TREATMENT AREA
• The STA will consist of three trenches with 15 Infiltrator Quick 4 Plus Standard
chambers placed in the native Sandy Loam to Loam soils (45 chambers total). 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.
Kumar & Associates, Inc. ® Project No.19.7-670.02
- 4 -
• 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 540 square feet. Soil treatment area calculations are shown on Figure 3.
• A minimum of four feet of undisturbed soil between the trenches is required.
• A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed
over the top of the chambers.
• The trenches should be oriented along ground contours to minimize soil cut and cover.
• The base and sidewalls of the trench excavations should be scarified prior to the chamber
placement.
• Backfill should be graded to deflect surface water away from the STA and should be
sloped at 3 horizontal to 1 vertical or flatter. A swale to divert surface water run-off may
be needed along the up -slope side of the STA.
• 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 Infiltrator end caps. Install ports 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.
• The STA must maintain a minimum 25 feet setback from the on -site water supply line.
• The STA must maintain a minimum 50 feet setback to any stream.
• The STA must maintain a minimum 100 feet setback to any wells.
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.
Kumar & Associates, Inc.® Project No.19.7.670.02
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Septic Tank
• A Valley Precast 1,000 gallon, two -chamber septic tank will be used for primary
treatment. A detail of the tank is provided as an attachment to this report.
• An effluent filter should be installed in the tank outlet tee.
• The tank must be a minimum of five feet from any structure and from the STA. The tank
must be a minimum of 10 feet from any potable water supply 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.
• Install the tank with 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 all driveway surfaces.
• The sewer pipe 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 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 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 in the pipe could cause standing effluent to
freeze and damage the piping.
Kumar & Associates, Inc. ® Project No. 19-7-670.02
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• Install cleanout pipes within 5 feet of the building foundations, where the sewer pipes
bend 90 degrees or more and every 100 feel 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 location shown on Figure 1 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 is more than one sewer line exiting the residence.
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 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.
• The effluent transport pipe should be bedded in compacted 3/a 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 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 the piping should 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.
Kumar &Associates, Inc. ® Project No. 19-7-670.02
_7
Distribution Box
• The distribution box will be used to equally divide effluent flow between the trenches.
We recommend the Tuf-Tite 6-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 Ti f 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 State guidelines.
• The effluent line from the septic tank should be directed downward into the distribution
box with a 90-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.
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.
Kumar & Associates, Inc.® Project No. 19-7-670.02
-8-
• 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 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 causc 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 drywell, 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.
• 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, distribution box and STA at least annually for problems or signs
of failure.
• The 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 STA, which
may shorten its life span.
Kumar & Associates, Inc. ® Project No. 19-7-670.02
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• Pumping of the septic tank should take place when the level of the sludge and scum
layers combined take up about 25 to 33% 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 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
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
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 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.
Kumar & Associates, Inc. ® Project No. 19.7.670.02
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Table 1- Common Minimum Horizontal Setbacks from OWTS Components
STA
Wells
100'
Water
Supply
Line
25'
Occupied
Dwelling
20'
Lined
Ditch
10'
Lake,
Irrigation
Ditch,
Stream
50'
Dry
Ditch
or
Gulch
25'
Septic Tank
50'
10'
5'
10'
50'
10'
Septic
Tank
5'
Building
Sewer
50'
5'
0'
10'
50'
10'
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,
Kumar & Associates, Inc.
Am!, 011,
Shane M. Mello, Staff Engineer
Reviewed by:
David A. Youi
SMM/kac
Kumar & Associates, Inc. ® Project No. 19-7-670.02
Tie: S89°09'48"W
125.66'
PROPOSED SOIL TREATMENT AREA
(STA) CONSISTING OF 3 ROWS OF CS.
15 INFILTRATOR QUICK4 PLIJS \ '
STANDARD CHAMBERS (45
CHAMBERS TOTAL) /74..
Outline of Building
Envelope — Lot 2
25,290 Sq. Ft.
25 0 25 50
SCALE -FEET
19-7-670.02
PROPOSED TUF-TITE
6-HOLE DISTRIBUTION BOX
PROPOSED VALLEY PRECAST •
1 000 GALLON TWO CHAMBER
SEPTIC TANK
SOUTH
CANYON CREEK
_ _ CENTERLINE
42d
It ,--29 SETBACK TO
ASSUMED
EXISTING WATER
3 lit
-are- SUPPLY LINE
t
ASSUMED EXISTING
t WATER SUPPLY LINE
0'
IND
ral
PROPOSED
3 BEDROOM
PESJOENCE
1-50' SETBACK
TO SOUTH
I. CANYON CREEK
\
L28Vo.‘
� l �
350'tJ
0
PROPOSED
CLEANOUT
s� L,
cpsj9 CP
.01 •
ate.
Site Address:
3135 County Road 134
Kumar & Associates
OWTS SITE PLAN
Fig. 1
HYDROMETER ANALYSIS
SIEVE ANALYSIS
10a
:24 HRS 7 HRE
" LIN Jb MN 6141111
TIME READINGS
TOWN 41/4111
$MIN
U.S. STANDARD
j.a 'L 0 i":p i
SERIESCLEAR
5 6 i17 i}
SQUARE OPENINGS
3 JI" 3 4" 1 1/2"
" j p
6_ C4. N A N O
O O ElO O O O O
PERCENT RETAINED
1
90
A41.
f
M
om_
ea
-C
r
r6
r�
70
1
50
E
40
r
30
20
lJ
10
_i
0
—I--1—-1Z
T
1-1—
T"' I 1 1 l 1
1
T
l
.001 .005 .005 .000 .019 .037
045
l
I I I T T 1 I 1
.106 .250 .500 1.00 2.00 4_75 6.5 16 30.1 76.2 127
DIAMETER OF PARTICLES IN MILLIMETERS 162
2
CLAY
SILT
SAND
GRAVEL
FINE [ CO
V. FINEIr 1 FINE -I MEDIUM I Go. I V. CO.
FINE f MEDIUM d COARSE
CORRI FS
.a02 mm .46I661 .05 .1 .25 .5 1 2 mm 5 20 76
SAMPLE OF: GRAVELLY LOAM
FROM: PROFILE PIT 2 AT 4 TO 5 FEET
ENTIRE SAMPLE
GRAIN SIZE
SIEVE SIZE
% FINER
PARTICLE SIZE DISTRIBUTION
(mm)
COBBLES
0
127.00
5'
100
GRAVEL
27
76.00
3"
100
SAND
37
38,10
1-1/2"
100
SILT
25
19.05
3/4"
99
CLAY
11
9.50
3/8"
96
4.75
#4
74
2.00
#10
73
1.00
#18
72
PORTION OF SAMPLE
0.50
135
70
PASSING #10 SIEVE
0.25
#60
65
0.106
i#140
48
PARTICLE SIZE DISTRIBUTION
0.045
#325
36
SAND
51
SILT
34
CLAY
15
TOTAL SAMPLE RETAINED ON #10 SIEVE: 27%
GRAIN SIZE
(mm)
TIME PASSED
(min)
% FINER
PERCENT OF MATERIAL RETAINED ON #10 SIEVE
PASSING 3/4" SIEVE: 97%
0.037
1
30
0.019
4
25
0.009
19
19
0.005
60
16
0.002
435
11
0.001
1545
9
NOTE: Hydrometer Analysis was performed on ❑ These test results apply only to the
samples which were tested. The
bulk sample following screening of all material testing report shall not be reproduced,
larger than the #10 sieve (2.0 mm) per USDA except In full. without the written
guidelines. approval of Kumar & Associates, Inc.
Slew analysis testing Is performed In
aeeordanee with ASTM 0422. ASTM C136
and/or ASTM D1140.
19-7-670.02
Kumar & Associates
USDA GRADATION TEST RESULTS
Fig. 2
OWTS SOIL TREATMENT AREA CALCULATIONS
In accordance with the Garfield County OWTS Regulations and the Cobrado Department of Pubic Heath
and Environment's Regulation #43, the soi treatment area was calculated as follows:
CALCULATION OF OWTS DESIGN FLOW:
Q = (F)(N)
WHERE:
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER OF PERSONS
F=
B=
N=
Q=
CALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM TREATMENT AREA = Q = LTAR
WHERE:
Q=
LTAR (SOIL TYPE 2) =
75 GALLONS PER DAY
3 BEDROOMS
6 PERSONS
450 GALLONS PER DAY
450 GALLONS PER DAY
0.6 GALLONS/FT2/DAY
MINIMUM SOIL TREATMENT AREA = 750.0 SQUARE FEET
REDUCTION FACTOR FOR CHAMBERS = 0.70
MINIMUM SOIL TREATMENT AREA WITH REDUCTION = 525 SQUARE FEET
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
NUMBER OF TRENCHES =
CHAMBERS PER TRENCH =
TOTAL NUMBER OF CHAMBERS AS DESIGNED =
12 SQUARE FEET
44 CHAMBERS
3 TRENCHES
15 CHAMBERS
45 CHAMBERS
TOTAL SOIL TREATMENT AREA = 540 SQUARE FEET
19-7-670.02
Kumar & Associates
SOIL TREATMENT AREA CALCULATIONS
Fig. 3
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 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.
INFILTRATOR QUICK
4 PLUS STANDARD
END CAP.
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.
10 0 10 20
SCALE —FEET
INFILTRATOR QUICK4 PLUS
STANDARD CHAMBERS IN 3
TRENCHES. 15 CHAMBERS
PER TRENCH (45 TOTAL).
TUF—TITE 6—HOLE
DISTRIBUTION BOX
4 INCH DIAMETER
NON —PERFORATED
SDR35 TRANSPORT
PIPE SLOPED AT
A 2% MIN. DOWN
TO TRENCH.
4 INCH DIAMETER
NON —PERFORATED
SDR35 TRANSPORT
PIPE SLOPED AT
A 2% MIN. DOWN
TO DISTRIBUTION
BOX.
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 2018 Garfield County Onsite Wastewater System Regulations for other applicable specifications.
1
19-7-670.02
Kumar 8 Associates
SOIL TREATMENT AREA PLAN VIEW
Fig. 4
m• ! ri,
Infiltrator Quick 4 Plus
Standard Chamber
Installed Level
Excavate 36"
Wide Trench
Approx. Existing Ground Surface
12" min. 24" max.
Cover Soil Graded
to Deflect Surface
Water
11- =11=11 i u=
L 1[�11 1! Ill '1 1111
L 11 11—I1 1 EI II II
i l �r� � _1I D-' fl
IIiii=I i1�I—]-----IJ[1=luo 1 1—I 1
11�!! I' 4 i in i t• -f pi —I I II' I II IF1—II1 Undisturbed 11�! ;1
, .�4 Soil 1 11_ I
if - Between 1 — 1
l— - 11—II 11-11-11 I!.
1_7
1 helm iI11II7111 Ti i-a
Scarify ground surface prior
to chamber placement.
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 2.5 0 2.5 5
scarified prior to chamber installation. SCALE —FEET
3. Changes to this design should not be made without consultation and approval
by Kumar & Associates.
19-7-670.02
Kumar & Associates
SOIL TREATMENT AREA CROSS SECTION
Fig. 5
Item it
1000T-2CP
1000 Gallon Top Seam - 2CP
DESIGN NOTES
• Design per performance test per
ASTM C1227
• Top surface area 46.25 ft2
• f'c @ 28 days; concrete = 6,000 PSI
Mln.
Instollotion:
• 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
• 4' Maximum bury depth
ALLOWABLE BURY
(Based on Water Tuble)
WATER TABLE
ALLOWABLE
EARTH FILL
0'
— 0"
2' — 0"
1"
_. 0"
3' — 0"
2'
— 0"
3' — 0"
3'
— 0"
4' — 0"
DRY
4'— 0"
Digging Specs
11' Long x 7' Wide
56" below inlet
Invert
6
Dimensions
�11"
Net Capacity
Inlet Outlet Length Width Height llnlet Side Outlet
56"
53"
111"
60"
68"
687 gal
323 gal
Total
1010 gal
Top
View
91"13 to Grade
utyi Rubber
Sealant
Section
View
Net Weight
Lid Tank
Total
2620 Ibs 9380 Ibs 12000 Ibs
o VALLEY
❑ PRECAST, Inc.
Buena Vista, Colorado
Phone: 719-395-6764
Fax: 719-395-3727
Webslte: www.valleyprecast.com
Email: frontdesk@valleyplrecastcom
43.TUFTITE 6-Hole Distribution Box
gTtirm Bon D o
rx ooN @E
• Injection molded HDPE
■ Non -corrosive
• Simple to install
■ Easy to level
In a septic environment, no other
material can 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 insert your
PVC pipe and push it through the
flexible, polyethylene Tuf-Tite seal.
Pipes fit watertight. Installation couldn't
be easier.
Tough Problem
Providing a simple, reliable, and
permanent means for dividing septic
tank effluent flow.
TUF-TITE Solution
A strong, stable, permanent,
non -corrosive Tuf-Tite Distribution
Box, with a Tuf-Tlte Speed Leveler
in each outlet.
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�TITE
•6-Hole Distribution Box 6HD2
■ Inje o m
Exceptionally
strong.
• HDPE is non-
corrosive
inaseptic
environment.
■ Patented snap -
in pipe seals
simplify
Installation.
■ All Tuf-Tite
products are U.V.
stabilized,
interlocking lad. Heavy-duty HnPE Lid is
ribbed for added strength and rigidity.
Slatted .Sides interlock on the Distribution
Box to assure a tlaht ft.
Drop The 6H02 Distribution Brix comes complete
viiII a RJuldl Lid ur a! I it+5l l! ;thou Purl Lid,
and 8 snap -ire fittings of your choice,
INSTALLATION IS
JUST THIS SIMPLE
1. Position the Distribution Box
on level virgin soil.
Do not place box on a
concrete slab.
2. Install 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. Install and adjust Tuf-Tite
Speed Levelers.
6. Place lid on the Distribution
Box and finish backfilling.
4:c.TUFTITE
Drainage and Septic Products
Tuf-Tite Corporation
1200 Flex Court
Lake Zurich, Illinois 60047
Choice of Fittings
S-35 Pipe Seal, for:
III Sewer and Drain
■ SDR 35 ■ ASTM 3034
■ Thin Wall ■ 1500 Lb. Crush
S-40 Pipe Seal, for:
IN Schedule 40
• 4" Corrugated
P-10 Plug, for unused holes
Choice of Lids
Regular Lid. Molded of rugged
HDPE.
Inspection Port Lid. For easy
access and inspection. Accepts
4" riser pipes.
Water -tight
Lids and Risers
by Tuf-Tice°
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 flow is distributed
as desired. Available for 3" or 4"
PVC pipe.
02005 l of-1 Ite® Corporation
Form 6HD2-4. Printed In USA