HomeMy WebLinkAboutOWTS DesignIG'I lfumar & Assoclates, 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 Ëmployge Owntd Gompony www'kumarusa'com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
ONSITE WASTEWATER TREATMENT SYSTEM DESIGN
PROPOSED SHOP BUILDING
ROYAL ELK RANCH
corn[TY ROAD 140 (COFFEE POT ROAD)
GARFIELD COUNTY' COLORADO
PROJECT NO. 2l-7-342.02
AUGUST 16,2022
PREPARED FOR:
ROYAL ELK RANCH
C/O McARTHUR ENTERPRISES, INC
ATTN: JERRY MCARTHUR
P. O. BOX 1954
ED\ryARDS, COLORADO 81632
ierrv@remonov.ocm
TABLE OF CONTENTS
INTRODUCTION
PROPOSED CONSTRUCTION
SITE CONDITIONS.......
SUBSURFACE CONDITIONS
OWTS ANALYSIS ...
DESIGN RECOMMENDATIONS ..
SOIL TREATMENT AREA...
OWTS COMPONENTS
OWTS OPERATION AND MAINTENANCE....
OWTS HOUSEHOLD OPERATION
OWTS MAINTENANCE............
OV/TS CONSTRUCTION OBSERVATION
LIMITATIONS
FIGURES
FIGURE 1 _ OWTS SITE PLAN
FIGURE 2 _ USDA GRADATION TEST RESULTS
FIGURE 3 _ SOIL TREATMENT AREA CALCULATIONS
FIGURE 4 - SOIL TREATMENT AREA PLAN VIEW
FIGURE 5 * SOIL TREATMENT AREA CROSS SECTION
ATTACHMENTS
VALLEY PRECAST 1,OOO GALLON, TWO-CHAMBER SEPTIC TANK DETAIL
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Kumar & Associates, lnc.Project No. 21-7'342.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for the
proposed shop building to be located at Royal Elk Ranch, County Road 140 (Coffee Pot Road),
Garfield County, Colorado. The project site is shown on Figure 1. The pufpose of the report is
to provide design details for the OWTS in accordance with the Garfield County Environmental
Health Department Onsite'Wastewater Treatment System Regulations and the Colorado
Department of Public Health and Environmental Regulation #43. The services were performed
in accordance with our agreement for professional services to Royal Elk Ranch dated May 12,
2A20.
PROPOSED CONSTRT]CTION
The proposed shop building will be a steel-frame structure with a slab-on-grade floor located on
the site as shown on Figure 1. The building will be approximately 80 feet by 55 feet in plan size.
The building will be used for equipment storage and will only have one bathroom facility and a
washer/dryer hook-up. The soil treatment area (STA) for the OWTS will be located to the
northwest of the residence as shown on Figure 1,
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The site was vacant at the time of field exploration. The terrain is generally moderately to
strongly sloping down to the north. Vegetation consists of oak brush, grass and weeds. There
are no visible surface water features in the vicinify of the site. The surface drainage swale shown
on Figure 1 is proposed.
STJBSURFACE CONDITIONS
The field exploration for the O\MTS was conducted on April 20,2021. Two profile pits (Profile
Pits 1 and2) were excavated with an excavator at the approximate locations shown on Figure 1
to evaluate the subsurface conditions for the planned new soil treatment area for the OWTS. The
pits were logged by a representative of Kumar & Associates. Logs of the profile pits are
provided below.
Kumar & Associates, lnc.Project No. 21 -7 -342.02
Depth USIIA Classification
0-1'TOPSOIL; organic Loam, firm, moist, dark brown.
1 ',-8',
SANDY CLAY LOAM; gravelly, moderately blocky structure, stiff, moist, light
brown.
a
a
o
Dísturbed bulk sample obtainedfrom 4 to 5 feet depth.
Bottom of pit @ I feet.
No groundwater or redoximorphic features observed at time of pít excavation.
a
Log of Profile Pit I
Log of Profile Pit 2
The soils encountered in profile pits, below about 1 foot of organic topsoil, consisted of gravelly
Sandy Clay Loam down to the pit depths of I feet. Hydrometer and gradation analyses were
performed on a disturbed bulk sample of the soils from Profile Pit 1 from 4 to 5 feet depth with
the results provided on Figure 2. The tested sample (minus No.10 size sieve fraction) classifies
as Sandy Loam per the USDA system. No free water was encountered in the pits nor indications
of seasonal high groundwater were observed at the time of the pit excavations.
Based on the subsurface conditions and laboratory testing, the soils at the STA have been
classified as Type 3 per State regulations, which equates to a long-term acceptance rate (LTAR)
of 0.35 gallons per square foot per day.
O\üTS 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
ground floor of the shop building down to the septic tank and STA for gravity flow of the sewer
effluent. The STA will consist of chambers in a trench configuration based in the Sandy Clay
Loam soils. The STA will be sized for four employees at the shop building and an average daily
flow of 35 gallons per employee, and an LTAR of 0.35 gallons per square foot per day for the
natural Sandy Clay Loam soils.
The effluent will gravity flow from the shop building 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 in a serial distribution network.
Depth USDA Classificatíon
0-1'TOPSOL; organic Loam, firm, moist, dark brown.
1 ',-8'SANDY CLAY LOAM: gravelly, moderately blocky structure, stiff, slightly moist,
brown.
a
o
Bottom of pit @ 8feet.
No groundwater or redoximorphic features observed at time of pit excavatíon.
Kumar & Assoclates, lnc.ProJect No. 21-7 -342.02
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There are no known potable water supply lines in the vicinity of the proposed STA. The
required setback to the potable water supply line is l0 feet from the septic tank, 5 feet from
sewer and effluent lines, and 25 feet from the STA. The required setback to a spring, well or
potable water supply cistem is 50 feet from the septic tank and sewer and effluent lines, and 100
feet from the STA. We should be notified for additional recommendations if these minimum
setbacks cannot be met.
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 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 two trenches with 12 Infiltrator Quick 4 Plus Standard chambers
placed in each trench (24 chambers total) in the native soils. Equal distribution will be
provided to the trenches by a distribution box.
o The STA was sized based on an LTAR of 0.35 gallons per square feet per day.
o Each chamber was allowed 12 square feet of area. 1^30% reduction of the STA size was
applied for use of Infiltrator chambers in a trench configuration. The total STA design
size is 288 square feet. Soil treatment area calculations are shown on Figure 3.
o A minimum of four feet of undisturbed soil between trenches is required.
o 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.
o A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed
over the chambers.
. Backfill should be graded to deflect surface water away from the STA and should be
sloped at 3 horizontal to 1 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.
r 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
Kumar & Associates, lnc.Project No. 21-7 -342.02
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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
I inches above the finished ground surface or be protected in a valve box at finished
grade.
o The STA must be a minimum of 25 feet from any potable water supply lines.
o The STA must be a minimum of 100 feet from a spring, onsite well or potable water
supply cistem.
o The STA must be a minimum of 5 feet from the septic tank.
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 speciflrc component manufacturers. Equivalent components may be feasible
but need to be approved by us prior to construction.
Septic Tank
o A Valley Precast 1,000 gallon, two-chamber septic tank should be used for primary
treatment. A detail of the tank is provided as an attachment.
o An equivalent polyiplastic tank may be used. We should be contacted for approval of an
alternate tank prior to installation.
o An effluent filter should be installed in the tank outlet tee.
e The tank must be a minimum of 5 feet from the structure.
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 any spring, well or potable water supply
cistern.
c 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 with 2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
Sewer Pipe
r The se'wer line to the septic tank should not be less than the diameter of the building
drains and not less than 4 inches in diamctcr.
Kumar & Associates, lnc.Project No. 21-7 -342.02
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The sewer pipe should have a rating of SDR35 or stronger. Schedule 40 PVC pipe is
required beneath any driveway surfaces.
The sewer pipe should be sloped between 2o/o to 4%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.
A minimum 24 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/q-inch road base or native soils provided
that the native soils contain no angular rocks or rocks larger than2t/z-inches in diameter
to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to
freeze and damage the piping.
Install cleanout pipes within 5 feet of the building foundation, where the sewer pipes
bend 90 degrees or more and every 100 feet of sewer pipe.
All 90-degree bends should be installed using a 90-degree long-sweep or by using two
45-degree elbows.
The sewer line location shown on Figure 1 is considered conceptual. We assume that
there will be only one sewer line exiting the structure. 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.
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Effluent 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 first trench. Piping should extend at least
6 inches into the top knockout provided in the Infiltrator end caps and be screwed in
place. Splash plates should be installed beneath the inlet piping to help limit scouring of
the infiltrative soil surface in the chambers.
o The serial connection between the trenches should also consist of 4-inch SDR35 piping
sloped at a2Yo minimum to drain to the next trench.
. The effluent transport pipe should be bedded in compacted3/+-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.
Kumar & Associates, Inc.Project No. 2'l -7 -342.02
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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
least2 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 undemeath driveway surfaces and should be provided
with at least 48 inches of soil cover, and be insulated on top and sides with 2-inch'thick
rigid foam insulation board.
All 90-degree bends should be installed using a 90 degree long-sweep or by using two
45-degree elbows.
O\ilTS OPERATION AND MAINTENANCE
The OWTS will require periodic inspection and maintenancs 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 OV/TS 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 soil absorption field as this
may cause a hydraulic overload.
r 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.
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 fub 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 hanl useful bacteria in the septic tantrr and soil
absorption system.
Kumar & Associates, lnc.Project No. 21 -7 -342.02
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Liquid dishwasher and clothes washer detergent is recommended for households served
by an OV/TS. Clay substances used as fillers in powder detergents may result in
clogging of the soils absorption system.
The effluent in septic tank may freeze during extended periods of non-use in cold
weather. We recommend that a tank heater be installed in this system to heþ prevent
freezing.
OWTS MAINTENANCE
. Inspect the septic tank 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.
o The septic tank should be pumped and cleaned every 3 to 5 years depending on use.
Longer pumping intervals may increase the amount of solids that reach the STA, which
may shorten its life span.
r Pumping of the septic tank should take place when the level of the sludge and scum
layers combined take up 25 to 33Vo 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 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. Yariations in
the subsurface conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this repotr, 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
Kumar & Associates, lnc.P roj ect No. 2'l -7 -342.02
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monitor the implementation of ourrecornmendations, 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 OV/TS components does not violate any
setback requironents 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 component locations be
surveyed by a Professional Colorado Land Surveyor.
Table 1 - Common Minimum Horizontal Setbacks from OWTS
Please contact us for any necessary revisions or discussion after review of this report by Garfield
County. If you have any questions, or if we may be of further assistance, please let us know.
Respectfully Submitted,
Kuänrlr ót ..{sss}eistes, åmc.
Í'' ,-1 . ..t:",' . "
.È,' {¿ -^: ..
,r''
Shane M. Mello, StaffEngineei
Reviewed by;.-"-'/'
David A. Young,
SMMikac
\Mells
\ilater
Supply
Line
Occupied
þwslting
Lined
Ditch
Lake,
Irrigation
Ditch,
Stream
Dry
Ditch
or
Gulch
Septic
Tank
STA 100'25',20'l0'50'25',t5
50'Septic Tank 10'5',10'50'l0'
Building
Sewer 50',5 0'10'50'10'
Kurnar & Aasoci*tes, lne.Froject t'lo. ?"1"?"34?"û?
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PROPOSED SOIL
TREATMENT AREA (STA)
CONSISTING OF 2 ROWS
OF 12 INFILTRATOR
QUICK4 PLUS STANDARD
CHAMBERS IN SERIES.
24 TOÍAL CHAMBERS
CLEANOUT
PROPOSED VALLEY
PROFILE
PRECAST
1,OOO-GALLON,
TWO-CHAMBER
SEPTIC TANK
,PtT 2
t PROFILE
PIT 1
PROPOSED SHOP BUILDING
6
tl\
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Ê.f-\>
--7
0 Rat
:
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$,1 Û "/
Ntp€ *.fr*'e*"
5î fz,frr)Fft VICINITY MAP
1 INCH = 0.5 MÍLES
TO COUNTY ROAD 140
COFFEE POT ROAD
AREA OF DESIGN
SCALE_FEET
OWTS SITT PLAN Fig. 121-7 -342.02 Kumar & Associates
too
90
80
70
00
50
&
50
20
to
o
o
E
to
20
t0
ß
50
30
70
80
90
loo
ub
IAMETER OF PARTICLES IN MILLIMETERS
CLAY COBBLËS
,002 mm .02
SAMPLE OF: SANDY LOAM
FROM: PROFILE PIT 1 AT 4 TO 5 FEET
ENTIRE SAMPLE
PARTICLE SIZE DISTRIBUTION %
COBBLES 0
GRAVEL 7
SAND 5¡l
SILT 51
CLÂY I
PORTION OF SAMPLE
PASSTNG #10 StEVg
PARTICLE SIZE DISTRIBUÏION %
SAND 58
SILT 33
CLAY 9
TOTAL SAMPLE RETAINEÐ oN #10 SIEVE: 7%
GRAIN SIZE
PERCENT OF MATERTAL RETATNED ON #10 S|EVE
PASSING 3,/4" SIEVE: 1OO%
(mm)
NOTE: Hydromet€r Anolysls wos performed on o
bulk somple followlng screenlng of oll moterlol
lorger lhon tho #10 sleve (2.0 mm) p6r USDA
guidelines.
Thosô 16l r€sull! qpply only
rompl.s vhlch wcre tcsicd.
lô lhâ
Thr
l€rllng r.porl shqll not b. r.produq€d,
oxccpl lñ full, wlthoul lhô wrltl€n
opprcvol of Kumor & A$oclol6s, lnc.
Sbv! onqlysls tlsllng Is p.rformed ¡n
occordoncc wlth ASIU D422, ASIM cljti
ond,/or ASTM Dll,l0.
I{YDROMEÎER ANALYSIS SIEVE ANALYSIS
TIMÊ REAOINOS
l MIX2' H¡S 7 HRS l
CLilR SOU RE OPENINGS
th, t/a' , .ttt
U.S. S'AIIDARD SERIES
--- ---l--
"---"1-_---,-+---,--f - + - +---'-----.+.-----f-.--.-t--...-.-,-l--.-----f-----;-.-t--
t-
SAND GRAVELSILf
co.V, FINE FINE IVEDIUM co.v. co.F¡NE MED¡tJM COARSEFINE
GRAIN SIZE
(m*)SIEVE SIZE % FINER
127.00 5"100
76.00 5"100
38.1 0 1 -1 /2"100
19.05 3/1"100
9.50 3/8"100
4.75 *1 100
2.00 #10 93
1.00 418 E4
0.50 *3s 71
o.25 #60 59
0.1 06
0.045
*1 10 4A
t1325 59
TIME PASSEO
(min)% FINER
0.057 37
0.019 1 31
0.009 19 22
0.005 60 t5
0.002 435 I
0.001 15¡f5 5
21 -7 -342.02 Kumar & Associates USDA GRADATION TEST RESULTS fig. 2
OWTS SOIL TREATMENT AREA CALCULATIONS
In accordance wilh the GarfeH County OWTS Regulations and the Colorado Depaftment of Publb Health
and Environment's Regulatbn #43, the soil treatment area was cabulated as folbvls:
CALCULATION OF OWTS DESIGN FLOW:
Q = (FXBXN)
WHERE:
Q = DESIGN FLOW
F = AVEMGE FLOW PER PERSON PER DAY
N = NUMBER OF EMPLOYEES
PROPOSED SHOP BUILDING:
N=
Q=
35 GALLONS PER DAY
4 PERSONS
14O GATLONS PER DAY
GALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM TREATMENT AREA - Q + LTAR
WHERE:
Q=
LTAR (SOIL TYPE 3) =
14O GALLONSPERDAY
0.35 GALLONS/FTTDAY
MINIMUM SOIL TREATMENT AREA =
REDUCTION FACTOR FOR CHAMBERS =
MINIMUM SOIL TREATMENT AREA WITH REDUCTION =
400.0 SQUARE FEET
0.70
28O SQUAREFEET
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
12 SQUARE FEET
24 CHAMBERS
NUMBER OF TRENCHES =
CHAMBERSPERTRENCH =
TOTAL NUMBER OF CHAMBERS AS DESIGNËD =
2
12 CHAMBERS
24 CHAMBERS
TOTAT SOn TREATMENT AREA =288 SQUAREFEET
21-7-342.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fig. J
INFILTRATOR QUICK4 PLUS STANDARD
END CAP.
4 INCH DIAMETER PVC OBSERVATION PORTS
INSTALLED VERTICALLY INTO THE KNOCKOUTS
PROVIDED IN END CAPS. INSTALL PORTS AT
EACH END OF EACH TRENCH. REMOVABLE
LID ÏO BE PLACED ON TOP OF PIPE. PIPE
MUST STICK UP AÏ 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 PR SLIDING DOWNWARD
4 INCH DIAMETER
NON_PERFORAÏED
SDR55 TRANSPORT
PIPE SLOPED AT
A 2% MIN. DOWN
NEXT TO TRENCH.
4 INCH DIAMETER
NON_PERFORATED
SDR35 TRANSPORT
PIPE SLOPED AT
A 2% MIN. DOWN
TO ÏHE TRENCH.
INFILTRATOR QUICK4 PLUS
STANDARD CHAMBERS IN 2
TRENCHES. 1 2 CHAMBERS
PER TRENCH (24 TOTAL).
NSPORT PIPING SHOULD BE
INSERTED AT LEAST 6 ÌNCHES
INTO THE UPPER KNOCKOUT IN
THE END CAP. INSTALL SPLASH
PLATES BENEATH INLET PIPING
TO HELP LIMIT SCOURING OF THE
INFILTRATIVE SURFACE.
10 10 20
SCALE_FEET
Notes:
1. Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if
necessary.
2. Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of
trench excavations should be scarified prior to chamber installation.
3. All piping should have a rating of SDR35 or stronger,4. Changes to this design should not be made without consultation and approval by Kumar & Associates.5. Refer to the Garf¡eld County Onsite Wastewater System Regulations for other applicable specifications.
21-7 -342.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4
12" min, 24" max.
Cover Soil Graded
to Deflect Surface
Water
Excavate 36"
Wide Trench
lnfiltrator Quick 4 Plus
Standard Chamber
lnstalled Level
APÞrox, Exis¡¡rr a,.rra Surface
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 nalive soils in
the trench areas. The base and side walls of trench excavations should be
scarified prior to chamber installation.
3. Changes to this design should not be made without consultation and approval
by Kumar & Associates.
z.0
SCATE_ FEET
Native SoilSoil
Between
21-7 -342.02 Kumar & Associates SOIL TREATMENT ARTA CROSS SECTION Fig. 5
{OOO Gallon Top Seam -2CPlúrn #
{00m¿cp
11 Top
View
DESIGN NOTES¡ Design per performonce test per
ASTU C1227 f-:-.--:¿.
1-
¿.r¡-i'
o Top surfoce areo 46,25 ft¿r fc @ 2E do¡rs; concrete = 6,0O0 PSI
Min.
lnstollotion:¡ Tonk to be set on 5" mln. sond
bed or peo grovelo Tonk to be bockfilled unlformly on
oll sides in llfts less thon 24" ond
mechonicolly compoctedr Excovqted moterlol moy be used for
bockfill, provided lorge stones ore
removedr Excovotion should be dewotered ond
tonk filled with woter prior to being
put in service for instollotion wlth
woter toble less thon 2' below grodeo Meets C1644-06 for resilient
connectorso lnlet ond Outlet identifled obove pipeo Dellvered complete wlth lnternol
piping
¡ 4' Moximum bury depth
CLü
ii
TAI[(
ID
.-3?' , =FiY,Î \
bGrado
Fb¡dble Rubber
8ælant
6i J"
5t to 5i ln
Section
View
Digging Specs
11' Long x 7' Wide
56" below inlet
lnvert Dimenslons I
l
t;l
ì
!
Net Copocity
width ' Heigfr
' 68"
:
nlet Side rOutlet
a
. :ZS got
Totol ïotol
12000 lbs6a7golgol
ALLOWABLE BURY
(Bosed on Woter Toble)
WATER TABTT ALLOYYAtsLL
FÁRTI{ FII I
o'-0"2'-O'
1'-0"3'- 0'
2'-O'3'- 0"
3'-O'4'-O'
DRY 4'-o'
1
Phone: 7{9€95'6204
Faxz 719-3%-37t1
Wcbelb; rYrrrv.valleypmætæm
Emll : fronüæk@vallepætæmBucna Vbte, Colorado
PRtCASfrrnc.