HomeMy WebLinkAboutOWTS Design Report 09.27.19l(tn l(unstAs¡oclat¡c, lnc. 5020 County Road 154
Geotechnical and Mater¡als Eng¡neers Glenwood Springs, CO 81601
and Ênvkonmenralscieilists phonil: (g7o) 945-7ggg
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
An Employcc Orncd Compony 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 I, SLLTVAN SUBDTVISTON
TBD COUNTY ROAD 335
GARFTELD COUNTY, COLORADO
PROJECT NO. 19-7-291.02
SEPTEMBER27,2019
PRT,PARED FOR:
JOHN GOSS
4726 COANTY ROAD 335
NEW CASTLE, COLORADO 81647
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TABLE OF CONTENTS
INTRODUCTION 1
IPROPOSED CONSTRUCTION
SITE CONDITIONS....
SUBSURFACE CONDITIONS
OWTS ANALYSIS
DESIGN RECOMMENDATIONS
SOIL TREATMENT AR84......
owTS COMPONENTS ............
OWTS OPERATION AND MAINTENANCE
OWTS HOUSEHOLD OPERATION
OWTS MAINTENANCE
OWTS CONSTRUCTION OBSERVATION
LIMITATIONS..........
F'IGURES
FIGURE 1 _ OWTS SITE PLAN
FIGURE 2 - USDA GRADATION TEST RESULTS
FIGURE 3 _ SOIL TREATMENT AREA CALCULATIONS
FIGURE 4 _ SOL TREATMENT AREA PLAN VIEW
FIGURE 5 _ SOIL TREATMENT ARE CROSS SECTION
FIGURE 6 _ DISTRIBUTION LINE CLEANOUT DETAIL
ATTACHMENTS
VALLEY PRE,CAST 1,OOO GALLON, THREE-CHAMBER SEPTIC TANK DETAIL
ORENCO PF3OO5 PUMP PERT'ORMANCE CURVE
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Kumar & Associates, lnc.Project No. 19-7 -291.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for the
proposed residence located on Lot l, Sillivan Subdivision, TBD County Road 335, west ofNew
Castle, Garfreld County, Colorado. The purpose of the report is to provide design details for the
OWTS in accordance with the 2018 Garfield County Building 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 John Goss dated May 9, 2019. We previously conducted a subsoil study
for foundation design for the residence and presented our findings in a report dated June 27,
2019, Project No. 19-7-291.
PROPOSED CONSTRUCTION
The proposed residence will be a single story, modular structure over a basement level located on
the lot as shown on Figure l. Ground floor will be slab-on-grade floor. The proposed residence
will have three bedrooms. The proposed soil treatment area (STA) for the OWTS will be located
to the south of the proposed residence as shown on Figure l. Water service will be provided by a
well located 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 lot is vacant. The lot primarily consists of the Colorado River, steep banks down to the river
and small terraces along County Road 335. The site consists of two gently sloping areas
connected by a narrow strip. The residence is proposed in the north area. There is a large fill
pile on the south area near the proposed STA. Vegetation consists of grass and weeds with
Kumar & Associates, lnc.Project No. 19-7 -29'1.02
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pinyon and juniper trees on the riverbank. The Colorado River flows to the west and in elevation
far below the building area and terraces.
A 25 feet setback it required from the STA to the steep slope on the site and a 100 feet setback is
required to the well from the STA.
SUBSURFACB CONDITIONS
The field exploration for the OWTS was conducted on May 30, 2019. Two profile pits (Profile
Pits 1 and 2) were excavated with a backhoe at the approximate locations shown on Figure I to
evaluate the subsurface conditions at alternate planned soil treatment areas 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
Log of Profile Pit 2
The soils encountered in profile pits consisted of about 6 inches of topsoil of overlying Loamy
Sand to the pit depths of 8 feet. Hydrometer and gradation analyses were performed on a
disturbed bulk sample of the soils from Profile Pit 2 from 2 to 3 feet depth with the results
Depth USDA Classification
0-6"TOPSOL;organic Sandy Loam, firm, moist, brown.
6"-8',LOAMY SAND; single grain structure, medium dense, moist to slightly moist,
brown to tan.
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Disturbed bulk sample obtainedfrom 3 to 4 feet'
Bottom of pit @ 8feet.
No.free water or tc s observed at time excavation.
Depth USDA Classification
0-6"TOPSOL;organic Sandy Loam, firm, moist, brown
6"-8',LOAMY SAND; single grain structure, medium dense, moist to sl ightly moist,
brown to tan.
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Disturbed bulk sample obtainedfrom 2 to 3 feet
Bottom of pit @ I feet.
No free water or redoximorphic observed at time of pit excavation.
Kumar & Associates, lnc.Project No. 19-7 -291.02
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provided on Figure 2. The tested sample (minus No. 10 size sieve fraction) classified as Loamy
Sand per the USDA system. Based on the subsurface conditions, the soils have been classified
as Soil Type 1 per State regulations. No free water was encountered in the pits nor indications of
seasonal high groundwater observed at the time of excavation.
Based on the subsurface conditions and laboratory testing, the soils at the STA have been
classified as Type 1 per State regulations, which equates to a long-term acceptance rate (LTAR)
of 0.80 gallons per square foot per day.
OWTS ANALYSIS
Based on the site conditions and profile pit evaluations, the evaluated areas should be suitable for
a pressure-dosed infiltration disposal system. Due to set-back requirements and the topography
of the site, the STA will need to be located on the south bench area near the existing fill pile.
The system will consist of chambers in a trench confìguration. To accommodate for possible
future development, the STA will be sized for three bedrooms in the proposed residence and one
additional bedroom for a total of four bedrooms and an average daily flow of 75 gallons per
person and two persons per bedroom using an LTAR of 0.80 gallons per square foot per day for
the natural soils.
The sewage will gravity flow from the residence to the septic tank for primary treatment and then
be pressured-dosed on a regular basis from the tank to the STA for dispersal and final treatment.
Any basement area facilities will need to be pumped to the tank and should be designed by the
plumber. The STA will consist of three trenches with Infiltrator chambers. Equal distribution
will be provided to the trenches by an automatic distribution valve (ADV). Due to the setback
distance from the well and the elevation change to the STA, the system needs to be pressure
dosed. The pressure-dosing to the STA also allows for a reduced field size.
A 25 feet minimum setback from the STA and a 10 feet minimum setback from the septic tank
are required to the edge of the bank. The setbacks are shown on Figure L Based on site
measurements, these components are near to these minimum setbacks and their locations should
Kumar & Associates, lnc.Proiect No. 19-7 -251.02
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be confirmed prior to construction to veriff adequate setback. The effluent line from the septic
tank to STA will likely encroach on the 10 feet minimum setback to the top of the bank and
should be double encased with larger diameter Schedule 40 or stronger pipe along the entire
length of the encroachment which is essentially the entire length of the effluent pipe.
A 100 feet minimum setback from the STA and a 50 feet minimum setback from the septic tank
are required to the existing well located in the north part of the site. The setbacks are shown on
Figure 1. Based on site measurements, the well appears to be approximately 280 feet from the
STA and 100 feet from the septic tank. The location of the STA and septic tank with respect to
the well should be confirmed prior to construction to veriff adequate set-back. The waterline
from the well to the building should have adequate set-back from the OWTS components.
Currently a dirt fill pile approximately l0 feet tall is in the area of the proposed STA. The fill
pile should be removed to the natural ground surface prior to construction. The underlying
native soil is loamy sand and should elastically rebound after removal of the pile without lasting
compaction effects.
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, please contact us to re-evaluate our design
recommendations.
SOIL TREATMENT AREA
¡ The STA will consist of three trenches with 12 Infiltrator Quick 4 Plus Standard
chambers placed in each trench (36 chambers total) on the native Loamy Sand soils. A
pressure distribution system will be used to disperse the effluent to the trenches on a
regular basis.
o The STA was sized based on an LTAR of 0.80 gallons per square feet per day.
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r Each chamber was allowed 12 square feet of area. A20% reduction in the STA was
applied for pressure dosing to a trench and a30Yo reduction of the STA size was applied
for use of Infiltrator chambers in a trench configuration. The total STA is 432 square
feet. Soil treatment area calculations are shown on Figure 3.
¡ Distribution lines, consisting of 1.5-inch diameter, Schedule 40 piping, with 3/16-inch
orifice holes drilled at 4-foot centers near the center of the chambers, should be installed
along the complete length of the chambers, see Figure 4. The distribution lines should be
suspended approximately 2 inches from the top surface of the infiltrators by pipe ties.
The orifice holes should face up toward the chamber surface above.
o AVa-inch hole should be drilled on the bottom of each end of the distribution pipe to
allow for complete drainage of the distribution line following pressure dosing. Install
splash plates below drain holes'
¡ 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.
. 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.
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'
. Four-inch diameter inspection ports should be installed vertically into the knockouts
provided in the chamber end caps. Install ports at each end of the trench. The inspection
port piping should be screwed into the top to the chambers and should not extend down to
the ground surface inside the chambers. The inspection ports should extend at least 8
inches above the finished ground surface or be protected in a valve box at finished grade.
o A plan view of the STA is presented on Figure 4 and a cross section of the STA is
presented on Figure 5.
o Cleanouts are required at the end of the distribution line. See Figure 6 for the cleanout
detail.
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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 1,000 gallon, three-chamber septic tank (1,500 gallons total) will be used for primary
treatment and dosing to the STA. The frrst two chambers of the tank will be utilized for
treatment and settling, and the third chamber will contain the dosing pump. A detail of
the tank is provided as an attachment to the report.
o A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the
third chamber.
o The tank must be a minimum of five feet from the residence and from the STA. The tank
must be a minimum of 10 feet from any potable water supply lines and the edge of the
steep slope. The tank must be a minimum of 50 feet from the well.
¡ 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.
¡ Install the tank with2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
Sewer Pipe
o The sewer line to the septic tank should not be less than the diameter of the building
drains and not less than 4 inches in diameter.
¡ The sewer pipe should have a rating of SDR35 or stronger'
r 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.
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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 double encased with larger diameter Schedule 40 PVC pipe
underneath driveway surfaces and be provided with at least 36 inches of soil cover and be
insulated on top and sides with 2-inch thick foam board insulation. The encasing pipe
should be sealed at both ends.
The sewer 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 2Yz 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 9g-degree bends should be installed using a 9O-degree long-sweep or by using two
45-degree elbows.
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.
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Effluent Transport PiPing
¡ The effluent transport pipe should be 1.5-inch diameter Schedule 40 piping sloped at2Yo
minimum to drain back from the ADV to the dose tank and from the ADV to each trench
The ADV should be the high point of the system.
. The effluent transport pipe should be bedded in compacted3á 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 could cause standing
effluent to freeze and damage to the piping.
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A minimum l8 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.
The effluent pipe should be double encased with larger diameter Schedule 40 PVC pipe
underneath driveway surfaces and be provided with at least 48 inches of soil cover and be
insulated on top and sides with 2-inch-thick foam insulation board.
The effluent pipe should be double encased with larger diameter Schedule 40 PVC pipe
wherever the effluent pipe encroaches nearer than 10 feet from the bank. The
encasement should be sealed at both ends.
All 9g-degree bends should be installed using a 90 degree long-sweep or by using two
45-degree elbows.
Effluent Pumping System
o An Orenco PF3005, I15-volt, submersible effluent pump with a L25-inch diameter
discharge assembly, or equivalent, will be required for effluent pumping.
¡ The maximum effluent transport distance from the pump discharge to the STA estimated
to be 200 feet.
o The elevation difference from pump discharge to the STA is estimated to be 1l feet.
o The pump should be enclosed in an Orenco Biotube Pump Vault for effluent frltering and
protection of the pump from vibration.
o An equivalent pump must be capable of operating at 12.7 gallons per minute at23.2 feet
of total dynamic head. A pump perforrnance curve is provided as an attachment to this
report.
o The floats should be set to provide a dose volume of approximately 133 gallons. The
actual dose volume will be about 112 gallons assuming 21 gallons of drainback in the
transport line. To achieve the desired dose volume, the upper ("ON") and lower ("OFF")
floats should be set approximately 1 1% inches apart.
¡ The flow differential between the first and last orifices is estimated to be 7.7o/o.
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The high-water alarm float should be placed approximately 3 inches above the "ON"
float in the dose tank. The high-water alarm must be wired on a separate electrical circuit
from the pump.
AY, inch diameter weep hole should be drilled in the effluent transport line prior to
exiting the dose tank so the transport line can drain after each pumping cycle.
Automatic Distributing Valve
o An Orenco V6403 Automatic Distributing Valve (ADV) will be used to distribute
effluent to the three trenches.
. The ADV must be installed level and must be the high point in the system.
¡ The ADV should be installed in a sprinkler box, or equivalent, such that it is serviceable
and protected from freezing. We recommend the ADV be equipped with heat tape for
additional frost protection during winter months.
¡ We recommend the ground surface be graded away from the ADV in all directions.
Improper surface drainage could cause standing water to freeze and damage the valve
and/or piping.
¡ The valve has clear sections of pipe that should be inspected at least annually to ensure
that it is alternating doses to each trench.
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 ona
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the OWTS system.
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 cause 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, pump, pump vault filter, ADV 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
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may shorten 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 33o/o of the capacity of the first chamber of the tank.
OWTS CONSTRUCTION OBSERVATION
The Garfield County Building 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. 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 fìeld services during construction to review and
monitor the implementation of our recommendations, and to verifr 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 with the exception of the
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effluent line which has been addressed in the design portion of this report. Below is a table of
common minimum horizontal setbacks to OWTS components. Refer to the Garfield County
Regulations for a complete list of required setbacks. We recommend the OWTS components be
surveyed by a Professional Colorado Land Surveyor.
Table 1- Common Minimum Horizontal Setbacks from OWTS
Please contact us for any necessary revisions or discussion after review of this report by Garfield
County. If you have any questions, or if we may be of further assistance, please let us know
Respectfully Submitted,
Kumar & Assoeiates, fnc.
Shane M. Mello, Staff Engineer
Reviewed by:
David A. Young, P.E.
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Kumar & Associates, lnc.Proiecl No, 19-7-291.02
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DIAMETER OF PARTICLES IN MILLIMETERS
CLAY COBBLES
mm .02 .05 .l
SAMPLE OF: LOAMY SAND
FROM: PROFILE PIT 2 AT 2 10 5 FEET
2mm 5 20 76
ENTIRE SAMPLE
GRAIN SIZE(-.)SIEVE SIZE % FINER
't27.OO 5 f00
76.00 5"100
38-t0 1-r /2"r00
l9-05 3/1"r00
9.50 3/8'r00
1.75 ,1 99
2.00 #f0 97
r.00 {f8 s¿
0.50 #35 86
0.25 #60 6¿
0.t06 *1 10 59
0.045 #323 21
PARTICLE SIZE DISTRIBUTION %
COBBLES 0
GRAVEL 3
SAND 73
SILT 20
CLAY 1
PORTION OF SAMPLE
PASSTNG #r0 STEVE
PARTICLE SIZE DISTRIBUÏION %
SAND 75
SILT 2t
CLAY 1
TOTAL SAMPLE RETAINED ON #10 SIEVE: 3%
GRAIN SIZE(.-)TIME PASSED
(min)% FINER
0_037 f t4
0.0t9 1 12
0.009 19 I
0.005 60 7
0.002 ,135 1
0.001 I 545 2
PERCENT OF MATERIAL RETAINED ON #10 SIEVE
PASSING 3,/,+" SIEVE: 10O%
NOTE: Hydromêtår Anolysís wos performed on o
bulk somplo following screaning of oll mol€rlol
lorger thon the #10 sieve (2.0 mm) per USDA
guídelines.
lh€sc l.et rosulls opply only lo lho
lompbs *hich w.r. f!¡i.d. thc
lalllng r.port lholl not ba r.prôduc.d,
rxcrpl ln full, wllhoul lh6 wrltl.n
dpprovol of Kuñor & A.soclol.., lnc.
Sl€y€ onolylir t.ll¡ng ¡! parfomrd ln
occordoncs w¡lh ASTY 0422, ASTM Cl36
ond/or ASTM Dll,l0.
SIEVE ANALYSISHYDROMETÉR ANALYSIS
U.S. STANDARO SERIES CUAR SOUARE OPENINGSTIYE READINOS
2' HRS 7 HRS ixttr
GRAVELSANDSILT
IVEDIUM co.v. co.FINE IVEDIUI\,I COARSEFINEco.V. FINE FINE
19-7 -291 .02 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 2
OWTS SO IL TREATMENT AREA CALCULATIO NS
In accordance wilh the Gafield County OWTS Regulations and the Colorado Department of Public Health
and Environment's Regulation #43, the soil treatment area was cabulated as follot¡rs:
CALCUTATION OF OWTS DESIGN FLOW:
Q = (FXBXN)
WHERE:
Q = DESIGN FLOW
F = AVERAGE FLOW PER PERSON PER DAY
B = NUMBER OF BEDROOMS
N = NUMBER OF PERSONS PER BEDROOM
PROPOSED RESIDENCE
75 GALLONS PER DAY
4 BEDROOMS
2 PERSONS
600 GALLONSPERDAY
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$=
N-
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CALCULATION OF OWTS SOIL TREATMENT AREA:
MINIUMUM TREATMENT AREA = Q + LTAR
WHERE:
Q=
LTAR (SOIL TYPE 1) =
MINIMUM SOIL TREATMENT AREA =
REDUCTION FACTOR FOR CHAMBERS =
REDUCTION FACTOR FOR PRESSURE DOSING TO TRENCH =
MINIMUM SOIL TREATMENTAREA WITH REDUCTION =
AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER =
TOTAL CHAMBERS NEEDED =
NUMBER OF TRENCHES =
CHAMBERS PERTRENCH =
TOTAL NUMBER OF CHAMBERS AS DESIGNED =
TOTAL SOIL TREATMENTAREA =
750.0 SQUARE FEET
0.70
0.80
420 SQUARE FEET
12 SQUARE FEET
35 CHAMBERS
3
12 CHAMBERS
36 CHAMBERS
432 SQUARE FEET
600 GALLONS PER DAY
0.8 GALLONS/FTTDAY
Fig. 3SOIL TRTATMENT ARTA CALCULATIONSKumar & Associates19-7-291.02
1.5'DIAMETER
SCH. 40 SOLID
PVC PIPE
SLOPED AT 2%
MIN. TO DRAIN
BACK TO DOSE
TANK
oRENCO V6403
AUTOMATIC
DISTRIBUTION
VALVE (ADV)
1.5' DIAMETER
SCH.40 SOLID
PVC PIPE
SLOPED AT 2%
MIN, TO DRAIN
TO TRENCHES
DRTLL ONE å' DIAMETER HOLE ON THE BOTTOM
OF EACH END OF DISTRIBUTION PIPE TO
ALLOW FOR COMPLETE DRAINAGE. INSTALL
SPLASH PLATES BENEATH DRAIN HOLES
INFILTRATOR OUICK
4 PLUS STANDARD
CHAMBERS IN THREE
TRENCHES, 12
CHAMBERS IN EACH
TRENCH. 36
CHAMBERS TOTAL.
4INCH DIAMETER PVC OBSERVATION
PORTS INSTALLED VERTICALLY INTO
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 CHAI\¡BER
WITH SCREWS OR COUPLINGS TO
PREVENT SLIDING DOWNWARD.
INFILTRATOR
QUICK 4 PLUS
CLEANOUTS INSTALLED
AT END OF EACH
DISTRIBUTION LATERAL.
SEE FIGURE 6 FOR DEIAIL
1.5"SCH. 40 PVC
DISTRIBUTION PIPE WITH
%6'DIAMETER HOLES
DRILLED AT 4 FOOT
CENTERS ON TOP OF
EACH PIPE. PLACE HOLES
NEAR CENTER OF EACH
CHAI\¡BER- PIPE TO BE
INSTALLED LEVEL AND
SECURED WITH 120 LB.
MIN. TENSILE STRENGTH
CABLE TIES AT EACH END
OF EACH CHAMBER,
STANDARD
END CAP
10 0 20
SCALE-FEET
Notes:jfthambers 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 scarifìed prior to chamber installation.
3. Fill placed over the soil treatment area should be properly benched into the hillside.
4. Changes to this design should not be made without consultation and approval by Kumar & Associates,
S. Referio the 2018 Garfield County Onsite Wastewater System Regulations for other applicable specifications,
Fig.4SOIL TREATMENT AREA PLAN VIEW9-7-291.0 Kumar & Associates
lnfiltrator Quick 4 Plus
Standard Chamber
lnstalled Level
Þ
12" min. 24" max.
Cover Soil Graded
to Deflect Surface
Excavate 36"
-- Wide Trench
WaterExisting Fill Pile to
be Removed
Ground Surface
Scarify ground surface Prior
to chamber placement.
Notes:
.l . chambers should be lnstalled 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 natìve 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'
2 2-5
SCALE- FEET
Native Soil
Undisturbed
Soil Between
Trenches
Fig. 5SOIL TREATMENT AREA CROSS SECTIONKumar & Associates9-7 -291.0
lnsulate lid with 2"
blue boardlnstall 6" valve box at
ground surface
Ground Surface
Backfill valve box to bottom
of cap with onsite soil
1.5" Sch, 40,
threaded cap
-1.5" Sch. 40, 90" long-sweep
or two 45" elbows
APPROXIMATE SCALE:
lINCH:3FEET
Notes:
1. All piping, fittings and valves should be Sch. 40 PVC.
2. lnstall distribution line cleanouts at the end of each distribution line.
49-7 -291 .0 Kumar & Associates DISTRIBUTION LINE CLEANOUT DETAIL Fis. 6
looor€GP.llll
(f 5OO Gallon Total Volume)
DESIGN NOÏES. Design per performonce test per ASlìrl
c1227o Top surfoce oreo 62.3 ft2¡ fc O 28 do¡æ; concrete = 6,000 PSI
Min.
lnstollotion:¡ Tonk to be set on 5' min. sond
bed or peo grovel¡ Tonk to be bockfilled uniformly on
oll sides in lÍfts less thon 24" ond
mechoñ¡colly compoctedr Excovoted moteriol moy be used for
bockfill, províded lorge stones ore
removed. Excovot¡on should be dewotered ond
tonk f¡llêd with woter pr¡or to bêing
put in service for lnstqllotion with
woter toble less thon 2' below grode. Meets C1644-06 for roslllent
connectorê¡ lnlet ond Outlet identifled obove pipe¡ Delivered complete with înternol piping¡ Control Ponel to be mounted in sight
líne of tonk¡ 4' Moxímum bury depth
Top
View
6l J"
l¡lúrrllt
RLülhþht
Rl¡e¡e b Grde
DhsrËt
VdtË
Dbdügr
Boot l{.leht
Ru!ôcr
Sch
ALLOWABLE BURY
(Bosed on Woter Toble)
WAIER TABLE ALLOWAËLL
EAR]H FILL
0'- 0"3'- 0"
1'-0'3'- 0"
2'-O"c-0"
3'- O"4'-o"
DRY 4'-0"
6i 3n
Section
View
*Servlbe contracts available for maintenance*
Pr¡mp:. Lou€rr TSS and lmprcves d[uentq¡aftybfieHr Gompleb ln¡tallaüm (wlrlng, panel,mannül¡ and
sûart{p procodrJrss)e Gompletawarrrtty
[-rrrr<--lI ,o_l
L
t---þ:l
C¡aerAail
II
qJ
t1
1 1
Digging Specs lnvert Dimensions Net Copocity Net Weight
'13' Long x 8' wlde
56" below inlet
lnlet Outlet Lenoth width
Mtn.
Heiqht lnlet M¡ddle Outl¿t Totol Lid Tonk Totol
56"54" or73'132"68"92"666 gol 332 9ol 503 gol 1501 gol 3600 lbs '11756 tbs 5556 lbs
Phone: 719€9567G4
Fu:7194%'3j721
Webclb: www.wlleyprcætæm
Ermll : fionüæk@wlleyprcætæmBuen¿ Vbter Golorado
ñ PRtcAs[¡rnG.
Pump Selection bra Pressurized Sysbm
1 g7 -291 .02 I Lú. 1, Sil livan Subdivis ion
Parametels
DisdageAss€Íüryee
TrãËpcrtterqhB*e\åæ
TrargtPiæCbs
TrasptLireSze
D¡sfihf¡ngVd\/d\lodd
TrasptLergt'AûrVåæ
TrãEptPþeClæs
TraEpcrtPipeSÞe
I\/kEle\dmLilt
l\,laiEdL€rEfl
l/ffidFlFClæs
ttilaiHdPlpSze
NurbdlâdsperCdl
LâdLÊrEh
t-eÞrdHpChs
LädHFee
OrifceSze
OrilceSglrg
Re*idHed
Flo,fvîâ
'Actlûf Fridirlæses
Galculations
Mrirrrn Flo,t/RæF Orifce
Nlffbdori¡cesFZrÊ
TddFlcÀrRægZcrE
NürterdL*rdsFZøÞ
% Flo¡i,DiÍrerf d 1sr-dOriÍce
TrãFFt\åæiV Báevdve
TrãËFt\HæiVA¡b'Vd\æ
Frictional Head Losses
LGsfru€hDisdãW
LæsinTraspcrlB#e\ärc
Lr6süf€1{hVd/e
LæsinTrasptdb\Hve
IcesinMaiHd
LæinLtrds
Lcesfrq{lrFloMrÈ
'Adcrl Fridiîtæses
Pipe Volumes
- Single Family Residence Prcjec{
1â infEs
nftd
Æ
150 incfEs
64æ
15 Ëd
Æ
1.50 infEs
128
OE
ß
150 indEs
3
ß Ëet
Æ
150 irdÉs
916 ¡ntEs
4 Ëet
5 Ëel
Nme irdæs
0 ËEt
200
300
250
150
100
50
PumpData
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12:7
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0
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ËÉ
Ëd
1.1
21
02
00
02
00
00
5 10 15 20 25
Net Dbcharye (gpm)
30 35 40
VddftasFttitæBáeVdtæ
Vd dl-raæpatLirnAlÞ\ä\,e
vddf\ibiHd
Vddl*rdspZce
TddvdB#e\äve.IUVdAúb\A,E
212
16
00
51
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67
gds
94,
gds
S*
sds
Sd,
PFffiH(ÍHedEi'.ErtPurp
30GPM,1zHP
115,fo/ 1øqHzñ{gqHz
Minimum Pumo
DeigrFlo¡vR€te
TdDyrsricH€d
127 (pn
82 Êel
*G
OFnco 6yrlens'
lncorporated
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