HomeMy WebLinkAbout21800 Hwy 6 - 193924401005Environmental Health
Department
P.O. Box 179
500 Broadway
Eagle, CO 81631-0179
Phone: (970) 328-8730
Fax: (970) 328-7185
Permit
Permit No. OWTS-017670-2019
Permit Type: OWTS Permit
Work Classification: New
Permit Status: Active
Issue Date: 10/16/2019 Expires: 2/13/2020
On-Site Wastewater
Treatement System
Project Address Parcel Number
21800 HWY 6, EAGLE AREA,193924401005
Owner Information Address
Lance Halde Po Box 997
Minturn, CO 81645
Phone: (970) 331-5239
Cell: (970) 331-5239
Email: lhalde@yahoo.com
Inspections:
For Inspections Call: (970) 328-8755
and call the Design Engineer
Engineer Phone Email
KUMAR & ASSOCIATES, Dave Young (970) 945-7988 dyoung@kumarusa.com
Contractor License Number Phone Email
Permitted Construction / Details:
A licensed installer has not been identified. No person shall install, renovate, or repair an OWTS in Eagle County
(EC) without a valid EC Systems Contractor License. Any person that conducts a business as a systems contractor
without having obtained a valid license section commits a Class 1 petty offense as defined in section 18-1.3-503,
C.R.S. Please notify the department when an installer is identified, prior to installation of the OWTS.
Install the OWTS exactly as depicted in the Kumar + Associates design, revision date of October 8, 2019, stamped
and signed by David A. Young, PE. The system is designed to serve a five bedroom single family residence.
The OWTS consists of a 1,500 gallon Valley Precast three compartment septic tank (2,000 gallon total capacity) with
an Orenco PF3005 high head effluent pump installed in the third compartment with floats set to deliver
approximately 96 gallons (before drain back) of effluent to an Orenco Automatic Distribution Valve (ADV), installed
at the high point of the system and made accessible at or above grade. The ADV will alternate pressure dosed
effluent between five shallow trenches, each consisting of 10 Infiltrator Quick4 Standard Plus chambers, for a total
of 50 chambers equivalent to 600 feet of soil treatment area (STA) (after reduction adjustments were taken for
pressure distribution and chamber distribution media). Install inspection ports at both ends of each trench.
Be sure to maintain all setbacks (to clarify from the design site plan the STA must be 100 feet from the well, and all
components must be 75 feet from the stream, in accordance with Eagle County Land Use Regulations stream
setback requirements).
NOTE: A profile pit evaluation must be conducted prior to installation by the design engineer to verify soils.
Contact Eagle County Environmental Health and the design engineer well in advance of requesting inspections prior
to backfilling any component of the OWTS. The design engineer is responsible for conducting all inspections
necessary to certify the installation and assure functionality of the system. System certification, along with photos
and a record drawing is required to be submitted to, and approved by, Eagle County Environmental Health prior to
the use of the system or occupancy of the dwelling.
Wednesday, October 16, 2019 1
THIS PERIMT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF
ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT
Issued by: Environmental Health Department, Eagle County, CO
Claire Lewandowski
Date
October 16, 2019
CONDITIONS
1.
2.ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY PUBLIC HEALTH AGENCY ON-SITE WASTEWATER TREATMENT SYSTEM
REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN CR.S. 25-10-101, et seq., AS AMENDED
3.THIS PERMIT IS VALID ONLY FOR PERFORMING WORK ON OWTS ASSOCIATED WITH STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND
BUILDING REQUIREMENTS CONNECTION TO, OR USE WITH, ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS
SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT
4.1.6(A)(1) EAGLE COUNTY PUBLIC HEALTH AGENCY ON-SITE WASTEWATER TREATMENT SYSTEM REGULATIONS REQUIRES ANY PERSON WHO CONSTRUCTS,
ALTERS OR INSTALLS AN ON-SITE WASTEWATER TREATMENT SYSTEM TO BE LICENSED
Wednesday, October 16, 2019 2
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
February 22, 2021
Lance Halde
P.O. Box 997
Minturn, Colorado 81645
(altitude8150@gmail.com)
Project No. 19-7-384.02
Permit No. OWTS-017670-2019
Subject: Certification of Onsite Wastewater Treatment System, Proposed Residence,
Lot 5, Filing 4, Red Mountain Ranch Subdivision, 21800 Highway 6, Eagle
County, Colorado
Dear Lance:
A representative of Kumar & Associates observed the installation of the Onsite Wastewater
Treatment System (OWTS) for the residence at the subject site as required by the Eagle County
Environmental Health Department. Our observations and recommendations are presented in this
report. The services are supplemental to Kumar & Associates agreement for professional
services to you dated March 13, 2020.
We previously designed the OWTS for the residence as submitted in our report dated October 8,
2019, Project No. 20-7-185.02. The system was designed for five bedrooms. The system was
installed by Premier Landscapes.
We performed our evaluation on September 22, 2020 and February 6, 2021. The OWTS
components observed included: sewer line, cleanout, septic tank, dose tank and pump system,
effluent line, automatic distribution valve (ADV) and soil treatment area (STA), and the
locations of these components. The installation and locations of the system components were
verified as shown on Figure 1. The distance locations to the septic tank shown on Figure 1 were
made by taping. Pictures of the OWTS components made during the site visit are included with
this report.
During our site visit on September 22, 2020, an additional profile pit was excavated. The STA
was moved during design to an area northwest of the original profile pits shown in our design
report. The pit, Profile Pit 4, was excavated to verify the soils near the STA and located as
shown on Figure 1. Below about 1 foot of recently placed fill and ½ foot of organic topsoil, the
soils consisted of Sandy Loam to the pit depth of 6 feet. The soils encountered were similar to
the soils previously encountered in Profile Pits 1 & 2. No free water was encountered in the pit
nor indications of seasonally high groundwater were observed at the time of excavation.
On February 6, 2021, after power had been supplied to the dosing pump, a pump test was
performed and adequate pump pressure was observed for the system.
Kumar & Associates
OWTS PHOTOGRAPH LOG
PROPOSED RESIDENCE
LOT 5, FILING 4, RED MOUNTAIN RANCH SUBDIVISION
21800 HIGHWAY 6
EAGLE COUNTY, COLORADO
Project No. 19-7-384.02
Photograph 1: Cleanout and
sewer line exiting residence and
entering septic tank.
Photograph 2: Valley Precast
1,500 gallon, three-chamber
septic tank.
OWTS PHOTOGRAPH LOG
PROPOSED RESIDENCE
LOT 5, FILING 4, RED MOUNTAIN RANCH SUBDIVISION
21800 HIGHWAY 6
EAGLE COUNTY, COLORADO
Project No. 19-7-384.02
Photograph 3: Septic tank with
control panel and cleanout in
background.
Photograph 4: Orenco V6605
automatic distribution valve
(ADV).
OWTS PHOTOGRAPH LOG
PROPOSED RESIDENCE
LOT 5, FILING 4, RED MOUNTAIN RANCH SUBDIVISION
21800 HIGHWAY 6
EAGLE COUNTY, COLORADO
Project No. 19-7-384.02
Photograph 5: Effluent lines
and soil treatment area (STA).
Photograph 6: Typical trench.
Cleanout and Observation ports
not yet installed.
OWTS PHOTOGRAPH LOG
PROPOSED RESIDENCE
LOT 5, FILING 4, RED MOUNTAIN RANCH SUBDIVISION
21800 HIGHWAY 6
EAGLE COUNTY, COLORADO
Project No. 19-7-384.02
Photograph 7: Control panel.
Photograph 8: Effluent filter
and pump assembly.
OWTS PHOTOGRAPH LOG
PROPOSED RESIDENCE
LOT 5, FILING 4, RED MOUNTAIN RANCH SUBDIVISION
21800 HIGHWAY 6
EAGLE COUNTY, COLORADO
Project No. 19-7-384.02
Photograph 9: Graded STA.
Cleanouts and observation ports
visible.
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 5, FILING 4, RED MOUNTAIN RANCH SUBDIVISION
21800 HIGHWAY 6
EAGLE COUNTY, COLORADO
PROJECT NO. 19-7-384.02
OCTOBER 1, 2019
REVISED OCTOBER 8, 2019
PREPARED FOR:
LANCE HALDE
P. O. BOX 997
MINTURN, COLORADO 81645
(altitude8150@gmail.com)
Kumar & Associates, Inc. ® Project No. 19-7-384.02
TABLE OF CONTENTS
INTRODUCTION ...................................................................................................................... - 1 -
PROPOSED CONSTRUCTION ................................................................................................ - 1 -
SITE CONDITIONS ................................................................................................................... - 1 -
SUBSURFACE CONDITIONS ................................................................................................. - 2 -
OWTS ANALYSIS .................................................................................................................... - 3 -
DESIGN RECOMMENDATIONS ............................................................................................ - 4 -
SOIL TREATMENT AREA................................................................................................... - 4 -
OWTS COMPONENTS ......................................................................................................... - 6 -
OWTS OPERATION AND MAINTENANCE.......................................................................... - 9 -
OWTS HOUSEHOLD OPERATION .................................................................................... - 9 -
OWTS MAINTENANCE ..................................................................................................... - 10 -
OWTS CONSTRUCTION OBSERVATION .......................................................................... - 11 -
LIMITATIONS ......................................................................................................................... - 11 -
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 ARE CROSS SECTION
FIGURE 6 – DISTRIBUTION LINE CLEANOUT DETAIL
ATTACHMENTS
VALLEY PRECAST 1,500 GALLON, THREE-CHAMBER SEPTIC TANK DETAIL
ORENCO PF3005 PUMP PERFORMANCE CURVE
Kumar & Associates, Inc. ® Project No. 19-7-384.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for a
proposed residence to be located on Lot 5, Filing 4, Red Mountain Ranch Subdivision, 21800
Highway 6, Eagle County, Colorado. The purpose of the report was to provide design details for
the OWTS in accordance with the 2018 Eagle County Environmental Health Department Onsite
Wastewater Treatment System Regulations and the Colorado Department of Public Health and
Environmental Regulation #43. The services are supplemental to our agreement for professional
services to Lance Halde dated June 17, 2019. We previously conducted a subsoil study for
foundation design of the proposed residence at the site and presented our findings in a report
dated July 31, 2019, Project No. 19-7-384.
PROPOSED CONSTRUCTION
The residence will be a one-story structure over walkout basement with an attached garage
located near the middle portion of the lot as shown on Figure 1. The ground floors will be slab-
on-grade. The basement floor will have a finish elevation of 97 feet. The soil treatment area
(STA) will be sized for 5 bedrooms. The STA for the OWTS will be located to the northeast of
the proposed residence as shown on Figure 1. Water service will be provided by an onsite well
located to the southwest of the proposed residence. The route of the water line to the residence
has not yet been determined.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
At the time of our field exploration, the lot was vacant and the ground surface appeared mostly
natural. The terrain is moderately sloping down to the southeast at 7 to 10% grade. The
elevation difference across the proposed building foot-print is about 6 feet and across the STA
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
foot-print is about 2 feet. The Eagle River is adjacent the southeast lot line. Vegetation consists
of thick grass and weeds with scattered sagebrush. There is a piped irrigation water line within
the easement in the northern portion of the lot, see Figure 1. There are existing residences on the
adjacent Lots 4 and 6.
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on July 23, 2019. Three profile pits (Profile
Pits 1, 2 and 3) were excavated with a backhoe at the approximate locations shown on Figure 1
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’-½’ TOPSOIL; organic loam, firm, slightly moist, brown.
½’-8’ SANDY LOAM; moderately blocky structure, medium dense, slightly moist, red.
• Disturbed bulk sample obtained from 3 to 4 feet.
• Bottom of pit @ 8 feet.
• No free water or redoximorphic features observed at time of pit excavation.
Log of Profile Pit 2
Depth USDA Classification
0’-½’ TOPSOIL; organic loam, firm, slightly moist, brown.
½’-8’ SANDY LOAM; moderate blocky structure, medium dense, slightly moist, red.
• Bottom of pit @ 8 feet.
• No free water or redoximorphic features observed at time of pit excavation.
Log of Profile Pit 3
Depth USDA Classification
0’-½’ TOPSOIL; organic loam, firm, slightly moist, brown.
½’-5’ SANDY LOAM; moderately blocky structure, medium dense, slightly moist, red.
5’-8’ GRAVELLY LOAMY SAND; single grain structure, medium dense, slightly moist,
mixed red-brown.
• Disturbed bulk sample obtained from 3 to 4 feet.
• Bottom of pit @ 8 feet.
• No free water or redoximorphic features observed at time of pit excavation.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
The soils encountered in profile pits below about 6 inches of topsoil consisted of Sandy Loam to
the depths explored at Pits 1 and 2 of 8 feet. At Profile Pit 3, Very Gravelly Loamy Sand was
encountered at 5 feet deep down to the pit depth of 8 feet. Hydrometer and gradation analyses
were performed on a disturbed bulk sample of the soils from Profile Pit 1 from 3 to 4 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 soils have been classified as Soil Type 2 per State regulations. No free
water was encountered in the pits nor indications of seasonal high groundwater observed at the
time of the pit excavations.
The soils at the STA have been classified as Type 2 per State regulations, which equates to a
long-term acceptance rate (LTAR) of 0.60 gallons per square foot per day.
OWTS ANALYSIS
Based on the site conditions and profile pit evaluations, the evaluated area should be suitable for
a pressure-dosed infiltration soil treatment system consisting of chambers in a trench
configuration. The STA will be located northeast and up-slope of the residence. The base of the
soil treatment trenches will be in Sandy 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
five bedrooms and an average daily flow of 75 gallons per person with double occupancy in the
first three bedrooms and single occupancy in the other two bedrooms for a total of 8 persons.
The sewage will gravity flow from the residence to the septic tank for primary treatment and then
be pressured-dosed on a regular basis to the STA for dispersal and final treatment. The STA will
consist of five trenches with Infiltrator chambers. Equal distribution will be provided to the
trenches by an automatic distribution valve (ADV). The pressure-dosing to the STA allows for a
reduced field size and pumping uphill in elevation to the STA.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
Due to space constraints, the STA was moved uphill and to the northwest of the originally
planned STA. An additional profile pit should be excavated at the time of construction to
confirm the soil type at the design STA location.
A 10 feet minimum setback from the STA is required to the property lines. The setbacks are
shown on Figure 1. A 100 feet minimum setback is required from the well to the STA and 50
feet from the well to the septic tank. As designed, the distance from the well to the STA is about
180 feet. The STA has more than the 10 feet set-back required from the piped irrigation line.
The septic tank is required to be a minimum of 5 feet from the residence and the STA. A 25 feet
setback is required from the STA to any potable water supply lines. The required setback from
potable water supply lines to the septic tank is 10 feet and to sewer and effluent lines is 5 feet,
however, the location of the water supply line is currently not designed. If the water supply line
is within any of the setbacks, 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, please contact us to re-evaluate our design
recommendations.
SOIL TREATMENT AREA
• The STA will consist of five trenches with 10 Infiltrator Quick 4 Plus Standard chambers
placed in the native Sandy Loam soils (50 chambers total). Equal distribution will be
provided to the trenches by an automatic distribution valve (ADV).
• The STA was sized based on an LTAR of 0.60 gallons per square feet per day.
• Each chamber was allowed 12 square feet of area. A 20% reduction of the STA size was
applied for pressure-dosing to trenches and a 30% reduction of the STA size was applied
for use of Infiltrator chambers in a trench configuration. The total STA is 600 square
feet. Soil treatment area calculations are shown on Figure 3.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
• 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.
• A ⅛-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.
• 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.
• 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 vents 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 have a minimum 25 feet setback to the on-site water supply line.
• The STA must have a minimum 10 feet set-back from the irrigation easement.
• The STA must have a minimum 10 feet setback from the lot property line.
• The STA must have a minimum 50 feet setback to the river.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
• The STA must have a minimum 10 feet setback to the residence.
• The STA must have a minimum 100 feet setback to any well.
• The STA must have a minimum 5 feet setback to the septic tank.
OWTS COMPONENTS
Recommended OWTS components provided below are based on our design details and our
experience with the specific component manufacturers. Equivalent components may be feasible
but need to be approved by us prior to construction.
Septic Tank
• A Valley Precast 1,500 gallon, three-chamber septic tank will be used for primary
treatment and dosing to the STA. The first 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.
• A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the
third chamber.
• The tank must be a minimum of 5 feet from the residence and from the STA. The tank
must be a minimum of 10 feet from any potable water supply lines and 50 feet from any
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
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.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
• The sewer pipe should have a rating of SDR35 or stronger. Schedule 40 PVC 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 ¾ inch road base or native soils provided
that the native soils contain no angular rocks or rocks larger than 2½ 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 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 more than one sewer line exiting the building.
Effluent Transport Piping
• The effluent transport pipe should be 1.5-inch diameter Schedule 40 piping sloped at 2%
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 compacted ¾ inch road base or native
soils provided that the native soils contain no angular rocks or rocks larger than 2½
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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Kumar & Associates, Inc. ® Project No. 19-7-384.02
• 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.
• 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.
• All 90-degree bends should be installed using a 90 degree long-sweep or by using two
45-degree elbows.
Effluent Pumping System
• An Orenco PF3005, 115-volt, submersible effluent pump with a 1.25-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 120 feet.
• The elevation difference from pump discharge to the STA is estimated to be about 12
feet.
• The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and
protection of the pump from vibration.
• An equivalent pump must be capable of operating at 10.7 gallons per minute at 23.3 feet
of total dynamic head. A pump performance curve for the specified pump is provided as
an attachment to this report.
• The floats should be set to provide a dose volume of approximately 96 gallons. The
actual dose volume will be about 83 gallons assuming 13 gallons of drainback in the
transport line. To achieve the desired dose volume, the upper (“ON”) and lower (“OFF”)
floats should be set approximately 9½ inches apart.
• The flow differential between the first and last orifices is estimated to be 1.0%.
• 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.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
• A ⅛ 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
• An Orenco V6605 Automatic Distributing Valve (ADV) will be used to distribute
effluent to the five 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 on
the OWTS system.
• Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil
absorption system.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
• 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
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 about 25 to 33% of the capacity of the first chamber of the tank.
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Kumar & Associates, Inc. ® Project No. 19-7-384.02
OWTS CONSTRUCTION OBSERVATION
The Eagle 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 Eagle County Regulations. Below is a table of common
minimum horizontal setbacks to OWTS components. Refer to the Eagle County Regulations for
a complete list of required setbacks. We recommend the OWTS components be surveyed by a
Professional Colorado Land Surveyor.
Kumar & Associates
SILT
COBBLES
COARSE
GRAVEL
MEDIUMMEDIUMV. FINE
SAND
CLAY
FINE CO.FINEV. CO.CO.FINE
Kumar & Associates
Kumar & Associates
Kumar & Associates
Notes:
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Infiltrator Quick 4 Plus
Standard Chamber
Installed Level
Scarify ground surface prior
to chamber placement.
Excavate 36"
Wide Trench
Approx. Existing
G
r
o
u
n
d
S
u
r
f
a
c
e
12" min. 24" max.
Cover Soil Graded
to Deflect Surface
Water
Native Soil
4' Min.
Undisturbed
Soil
Between
Trenches
Kumar & Associates
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.Changes to this design should not be made without consultation and approval
by Kumar & Associates.
Ground Surface
Insulate lid with 2"
blue board
Backfill valve box to bottom
of cap with onsite soil
1.5" Sch. 40, 90° long-sweep
or two 45° elbows
1.5" Sch. 40,
threaded cap
Install 6" valve box at
ground surface
Kumar & Associates
APPROXIMATE SCALE:
1 INCH = 3 FEET
Notes:
1.All piping, fittings and valves should be Sch. 40 P9C.
2.Install distribution line cleanouts at the end of each distribution line.
Pump Selection for a Pressurized System - Single Family Residence Project
19-7-384.02 / Lot 5, Red Mountain Ranch
Parameters
Discharge Assembly Size
Transport Length Before Valve
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Transport Length After Valve
Transport Pipe Class
Transport Pipe Size
Max Elevation Lift
Manifold Length
Manifold Pipe Class
Manifold Pipe Size
Number of Laterals per Cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow Meter
'Add-on' Friction Losses
1.25
120
40
1.50
6605
35
40
1.50
12
0
40
1.50
5
40
40
1.50
3/16
4
5
None
0
inches
feet
inches
feet
inches
feet
feet
inches
feet
inches
inches
feet
feet
inches
feet
Calculations
Minimum Flow Rate per Orifice
Number of Orifices per Zone
Total Flow Rate per Zone
Number of Laterals per Zone
% Flow Differential 1st/Last Orifice
Transport Velocity Before Valve
Transport Velocity After Valve
0.97
11
10.7
1
1.0
1.7
1.7
gpm
gpm
%
fps
fps
Frictional Head Losses
Loss through Discharge
Loss in Transport Before Valve
Loss through Valve
Loss in Transport after Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
0.8
0.9
4.2
0.3
0.0
0.1
0.0
0.0
feet
feet
feet
feet
feet
feet
feet
feet
Pipe Volumes
Vol of Transport Line Before Valve
Vol of Transport Line After Valve
Vol of Manifold
Vol of Laterals per Zone
Total Vol Before Valve
Total Vol After Valve
12.7
3.7
0.0
4.2
12.7
7.9
gals
gals
gals
gals
gals
gals
Minimum Pump Requirements
Design Flow Rate
Total Dynamic Head
10.7
23.3
gpm
feet
0 5 10 15 20 25 30 35 40
0
50
100
150
200
250
300
Net Discharge (gpm)
PumpData
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115/230V 1Ø 60Hz, 200V 3Ø 60Hz
Legend
System Curve:
Pump Curve:
Pump Optimal Range:
Operating Point:
Design Point: