HomeMy WebLinkAbout872 Webb Peak - 210720102005Environmental Health
Department
P.O. Box 179
500 Broadway
Eagle, CO 81631-0179
Phone: (970) 328-8730
Fax: (970) 328-7185
Permit
Permit No. OWTS-019498-2020
Permit Type: OWTS Permit
Work Classification: New
Permit Status: Active
Issue Date: 9/8/2020 Expires: 1/9/2023
On-Site Wastewater
Treatement System
Project Address Parcel Number
872 WEBB PEAK, EDWARDS AREA,210720102005
Owner Information Address
Mark Cline 447 County Road 2131
Nagogdoches, TX 75965
Phone: (936) 615-9267
Cell:
Email: clinedoc1@yahoo.com
Inspections:
For Inspections Call: (970)
328-8755
Engineer Phone Email
KUMAR & ASSOCIATES, Dave Young (970) 945-7988 dyoung@kumarusa.com
Contractor License Number Phone Email
Ewing Trucking & Construction
LLC
bart@ewingtrucking.com(970) 390-3708OWTSPL-000178-20
22
Permitted Construction / Details:
Install the OWTS exactly as depicted in the Kumar & Associates, Inc design, stamped signed and dated August 25,
2020 by David A Young, PE. The system is designed to serve an eight-bedroom single family residence.
The OWTS consists of a 2,500 gallon two-compartment Valley Precast septic tank followed by a 2,000 gallon Valley
Precast 3-compartment recirculating/dose tank which will send wastewater to the, Advantex AX-40 series pods for
nitrification using an Orenco submersible effluent pump within a Biotube Vault. Nitrified effluent flows to the splitter
valve (mode 3B) for recirculation for denitrification then is dosed using an Orenco PF3005 pump to a mounded sand
filter soil treatment area (STA). The STA consists of a distribution bed arranged with of four rows of 16 Infiltrator
Quick 4 Plus Standard chambers for a total of 64 chambers, set on atop 1.5 feet of secondary sand media that is a
basal area 64 feet long by 46 feet wide. Distribution lateral details, along with orifice size, spacing and orientation
are on the design drawing. The contractor must verify that all electrical components and inspections are covered
under the electrical permit associated with the Orenco Vericom control panel (Model VCOM-AX20B2) and pump
connections. The alarm must be connected to a separate circuit. Additional pump details are on the design drawing.
Advantex systems must conform to the CDPHE technology approval letter dated May 1, 2018.
Note: Gradation of the sand media use must be completed within one month prior to the installation and confirmed
with the design engineer. If the sand does not conform to secondary or preferred sand media requirements, it
cannot be used for the sand treatment media.
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 the 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.
Thursday, September 22, 2022 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
September 08, 2020
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 PERMIT4.1.6(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
Thursday, September 22, 2022 2
Inspection Result
Eagle County, Colorado
P.O. Box 179 500 Broadway Eagle, CO
Phone: (970) 328-8730 Fax: (970) 328-7185
IVR Phone: 1-866-701-3307
Inspection Number: EDWARDS AREA - 872
WEBB PEAK - 521797
Permit Number: OWTS-019498-2020
Inspection Date: 04/28/2023
Inspector:
Permit Type: OWTS Permit
Inspection Type: OWTS Final Inspection
Work Classification: NewOwner:Mark Cline
Job Address:872 WEBB PEAK IVR Pin Number:191105
EDWARDS AREA, CO Project:<NONE>
Parcel Number:210720102005
Contractor:Phone: (970) 926-2770 / Cell: (970) 390-3708Ewing Trucking & Construction LLC
Inspection Status: Approved
Inspection Notes
Inspector Comments
Added Item: Septic Tank
A 2,500 gallon two-compartment Valley Precast septic tank followed by a 2,000 gallon Valley Precast
3-compartment recirculating/dose tank which will send wastewater to the, Advantex AX-40 series pods
for nitrification using an Orenco submersible effluent pump within a Biotube Vault was installed.
Added Item: Record Drawing
Received 4/27/2023 from K&A.
Added Item: Record Photos
Received 4/27/2023 from K&A.
Added Item: Site and Soil
Received 9/2/2020.
Added Item: Higher Level Treatment System
O&M Contract received 4/28/2023.
Added Item: Final Certification Letter
Received 4/27/2023 from K&A.
Added Item: General Plan
Received 9/2/2020.
Added Item: Soil Treatment Area (STA)
Friday, April 28, 2023
For more information visit: http://www.eaglecounty.us
Page 1 of 2
The STA consists of a distribution bed arranged with of four rows of 16 Infiltrator Quick 4 Plus Standard
chambers for a total of 64 chambers, set on atop 1.5 feet of secondary sand media that is a basal area
64 feet long by 46 feet wide.
Added Item: Identification of Systems Contractor
Ewing Trucking & Construction was the licensed installer.
Friday, April 28, 2023
For more information visit: http://www.eaglecounty.us
Page 2 of 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
April 27, 2023
WT Construction
Attn: Derrick Gerhardt
P.O. Box 5127
Edwards, Colorado 81632
dgerhardt@resortconceptsco.com
Project No. 20-7-104.02
Permit No. OWTS-019498-2020
Subject: Certification of Onsite Wastewater Treatment System, Proposed Cline Residence,
Lot 9, Block 1, Filing 35, Cordillera, 872 Webb Peak, Eagle County, Colorado
Dear Derrick:
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 WT Construction dated February 5, 2020.
We previously designed the OWTS for the residence as submitted in our report dated August 25,
2020, Project No. 20-7-104.02. The system was designed for eight bedrooms. The OWTS was
installed by Ewing Trucking and Construction under Permit No. OWTS-019498-2020.
We performed our as-built evaluations on September 29 and October 10, 2022 and April 12,
2023. The OWTS components observed included: sewer line, cleanout, septic tank, effluent line,
pump, Advantex treatment system, control panel 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. Pictures of the OWTS components made during the site visits are included
with this report. The distance locations to the septic tank shown on Figure 1 were made by
taping.
On September 29, 2022, a sample of the secondary sand media was obtained and the results of
gradation analysis test are attached. On April 12, 2023, after power had been supplied to the
pump, a pump performance test was performed with adequate pump pressure observed.
It is our opinion that the OWTS was installed in general conformance with the above referenced
design.
The observations and recommendations presented above are based on our site observations and
our experience in the area. We make no warranty either express or implied. Alterations to the
system or improper backfill and site grading could affect the operation and effectiveness of the
OWTS.
28.5'40'
Kumar & Associates
GRADATION ANALYSIS TEST
LABORATORY TEST REPORT DATA
Laboratory
Client:
Location / Plant:
Sample / Product:
Sample Date:
Lab Test Date:
Job Number:
SIEVE SIEVE OPENING IN
MILLIMETERS
PERCENT
PASSING THRU
SIEVE
3"75 100.0
1.5 37.5 100.0
3/4"19 100.0
3/8"9.5 100.0
No. 4 4.75 100.0
No. 8 2.36 90.0
No. 16 1.18 72.0
No. 30 0.6 46.0
No. 50 0.3 19.0
No. 100 0.15 4.0
No. 200 0.075 1.6
GRADATION RESULTS COMPARED TO PREFERRED AND SECONDARY SAND FILTER SPECIFICATIONS
Value Units
Preferred
Sand Value
Pass / Fail
Preferred
Sand
Secondary
Sand Value
Pass / Fail
Secondary
Sand
0.91 millimeters
0.210 millimeters 0.25 to 0.60 FAIL 0.15 to 0.60 PASS
4.34 unitless ratio < or = 4.0 FAIL < or = 7.0 PASS
1.6 millimeters < or = 3 PASS < or = 3 PASS
Effective Size - D10 - Diameter that 10 percent
of the sample is finer than.
Kumar GWS
WT Construction
United
Sand Filter
09/29/2022
Uniformity Coefficient (D60 / D10)
Percent passing thru #200 Sieve
09/29/2022
20-7-104.02
Parameter
D60 - Diameter that 60 percent of the sample is
finer than.
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10 100Percent Passing SieveDiameter of Particle in Millimeters
Plot of Gradation Analysis
3"1.5"3/4"3/8"#4#8#30#50#100#200 #16
OWTS PHOTOGRAPH LOG
PROPOSED CLINE RESIDENCE
LOT 9, BLOCK 1, FILING 35, CORDILLERA
872 WEBB PEAK
EAGLE COUNTY, COLORADO
Project No. 20-7-104.02
Photograph 1: Sewer line
exiting residence and cleanout.
Photograph 2: Valley Precast
2,500-gallon, 2-chamber septic
tank (far) and 2,000-gallon, 3-
chamber septic tank (near).
OWTS PHOTOGRAPH LOG
PROPOSED CLINE RESIDENCE
LOT 9, BLOCK 1, FILING 35, CORDILLERA
872 WEBB PEAK
EAGLE COUNTY, COLORADO
Project No. 20-7-104.02
Photograph 3: Pump installed
in the third chamber of the
second septic tank.
Photograph 4: 1.5” Schedule 40
effluent transport line exiting
septic tank to soil treatment area
(STA).
OWTS PHOTOGRAPH LOG
PROPOSED CLINE RESIDENCE
LOT 9, BLOCK 1, FILING 35, CORDILLERA
872 WEBB PEAK
EAGLE COUNTY, COLORADO
Project No. 20-7-104.02
Photograph 5: Advantex
AX-40 advanced treatment
system.
Photograph 6: Soil treatment
area (STA).
OWTS PHOTOGRAPH LOG
PROPOSED CLINE RESIDENCE
LOT 9, BLOCK 1, FILING 35, CORDILLERA
872 WEBB PEAK
EAGLE COUNTY, COLORADO
Project No. 20-7-104.02
Photograph 7: Control panel.
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 CLINE RESIDENCE
LOT 9, BLOCK 1, FILING 35, CORDILLERA
872 WEBB PEAK
EAGLE COUNTY, COLORADO
PROJECT NO. 20-7-104.02
AUGUST 25, 2020
PREPARED FOR:
WT CONSTRUCTION
ATTN: RICK HERMES
P. O. BOX 5127
EDWARDS, COLORADO 81632
(rhermes@resortconceptsco.com)
Kumar & Associates, Inc. Project No. 20-7-104.02
TABLE OF CONTENTS
INTRODUCTION ...................................................................................................................... - 1 -
PROPOSED CONSTRUCTION ................................................................................................ - 1 -
SITE CONDITIONS ................................................................................................................... - 1 -
SUBSURFACE CONDITIONS ................................................................................................. - 1 -
OWTS ANALYSIS .................................................................................................................... - 2 -
DESIGN RECOMMENDATIONS ............................................................................................ - 3 -
SOIL TREATMENT AREA................................................................................................... - 3 -
OWTS COMPONENTS ......................................................................................................... - 5 -
OWTS OPERATION AND MAINTENANCE.......................................................................... - 8 -
OWTS HOUSEHOLD OPERATION .................................................................................... - 8 -
OWTS MAINTENANCE ....................................................................................................... - 9 -
OWTS CONSTRUCTION OBSERVATION ............................................................................ - 9 -
LIMITATIONS ........................................................................................................................... - 9 -
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 2,500 GALLON, THREE-CHAMBER SEPTIC TANK DETAIL
VALLEY PRECAST ADVANTEX TREATMENT SYSTEM AX40 DETAIL
ORENCO PF3005 PUMP PERFORMANCE CURVE
Kumar & Associates, Inc. Project No. 20-7-104.02
INTRODUCTION
This report provides the results of an onsite wastewater treatment system (OWTS) design for the
proposed Cline residence to be located on Lot 9, Block 1, Filing 35, Cordillera, 872 Webb Peak,
Eagle County, Colorado. The purpose of this report was to provide design details for the OWTS
in accordance with the 2018 Eagle County Onsite Wastewater Treatment System Regulations
and the Colorado Department of Public Health and Environment’s Regulation #43. The design
was performed as supplemental services to our proposal to WT Construction dated December 12,
2019. We previously performed a subsoil study for foundation design of the residence and
submitted our findings in a report dated February 5, 2020, Project No. 20-7-104.
PROPOSED CONSTRUCTION
The residence will be an eight-bedroom, two-story single-family structure with an attached
garage and partial basement located on the lot as shown on Figure 1. Finished floor elevations
for the main level and partial basement will be approximately 9122.64 feet and 9110.52 feet,
respectively. The proposed OWTS soil treatment area (STA) is planned to be located to the west
of the residence. Water service will be provided to the residence by the public water supply from
Webb Peak to the north of the residence. The location of the proposed water service line does
not appear to encroach on the OWTS.
If proposed construction is different than that described, we should be contacted to re-evaluate
our design recommendations.
SITE CONDITIONS
The lot was vacant and covered with about 2 to 3 feet of snow at the time of field exploration in
January 2020. The ground surface is relatively flat with a gentle slope down to the northwest.
There is about 5 feet of elevation difference across the proposed building footprint. Vegetation
consists of grass, weeds, and sagebrush, with aspens in the east corner of the building envelope.
A two-story single-family residence is located to the southwest and Webb Peak roadway to the
northwest of the lot with vacant land to the northeast, east and south. No surface water features
were observed in the near vicinity of the lot. We are not aware of any nearby water wells.
SUBSURFACE CONDITIONS
The field exploration for the OWTS was conducted on January 23, 2020. Two profile pits
(Profile Pits 1 and 2) were excavated with a backhoe at the approximate locations shown on
Figure 1 to evaluate the subsurface conditions at the planned soil treatment area (STA) for the
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Kumar & Associates, Inc. Project No. 20-7-104.02
OWTS. The pits were logged by a representative of Kumar & Associates. Logs of the profile
pits are provided below.
Log of Profile Pit 1
Depth USDA Classification
0-2’ TOPSOIL; organic clay loam, moderately blocky, very stiff, slightly moist, dark
brown.
2’-8’ GRAVELLY CLAY; strong blocky structure, very stiff, moist, brown.
• Disturbed bulk sample taken from 4 to 5 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
0-2½’ TOPSOIL; organic loam, moderately blocky, medium stiff, slightly moist, dark
brown.
2½’-4½’ CLAY; strong blocky structure, very stiff, moist, brown.
4½’-8’ GRAVELLY CLAY; strong blocky structure, very stiff, moist, brown.
• Disturbed bulk sample taken from 3 to 4 feet
• Bottom of pit @ 8 feet.
• No free water or redoximorphic features observed at time of pit excavation.
The soils encountered in the profile pits, below about 2 to 2½ feet of organic topsoil, consisted of
nil to about 2 feet of Clay overlying Gravelly Clay that extended down to the pit depths of 8 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) classified as Sandy Clay 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, our experience in the area, and the laboratory test results, the
soils at the STA have been classified as Type 4 per State regulations, which equates to a long-
term acceptance rate (LTAR) of 0.20 gallons per square foot per day for the Clay soils.
OWTS ANALYSIS
Based on the site conditions, the profile pit evaluations and our experience in the area, the clay
soils are expansive and tend to swell when wetted. Based on these considerations, we
recommend a mounded sand wastewater treatment system for proper treatment of the wastewater
effluent.
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Kumar & Associates, Inc. Project No. 20-7-104.02
The system will consist of Infiltrator chambers in a bed configuration overlying a sand filter.
The STA will be sized eight bedrooms (11 persons) using an LTAR of 0.8 gallons per square
foot per day for imported “secondary sand media”. The STA basal area of the sand will be sized
for Soil Type 4 with an LTAR of 0.20 gallons per square foot per day. Due to the soil conditions
and size of the system needed, we recommend an AdvanTex advanced treatment system be
included with the OWTS.
The sewage will gravity flow from the residence to the septic tank for primary treatment and then
to an advanced treatment system and then be pressured-dosed on a regular basis to the STA for
dispersal and final treatment. Pressure dosing is necessary for the sand treatment system.
Any basement area facilities wastewater will need to be pumped to the septic tank and should be
designed by the plumber.
The minimum setback of 10 feet is required from the property lines and the garage area of the
residence without crawlspace to the STA. Based on site measurements, the STA is near to these
minimum setbacks and its location should be confirmed prior to construction to verify adequate
setback. These setbacks assume a perimeter foundation drain for the adjacent garage area will
not be installed which we understand will be done.
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 4 rows of 16 Infiltrator Quick 4 Plus Standard chambers in a bed
configuration placed on 1½ feet of imported secondary sand media. The sand media will
be placed on the scarified native soil. A pressure distribution system will be used to
disperse the effluent to the chambers on a regular basis.
• The distribution cell was sized based on an LTAR of 0.80 gallons per square foot per day
for secondary sand media. The basal area was sized based on an LTAR of 0.20 gallons
per square foot per day for Soil Type 4 for the natural clay soils.
• A 30% reduction of the STA size was applied for use of Infiltrator chambers. The
proposed distribution cell will be 12 feet wide by 64 feet long (768 square feet).
• The minimum basal area of the mound is 64 feet long by 46 feet wide (2944 square feet).
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Kumar & Associates, Inc. Project No. 20-7-104.02
• Soil treatment area calculations are shown on Figure 3.
• The ground surface in the area of the STA to be graded relatively flat prior to
construction of the STA.
• Vegetation should be removed and the ground surface scarified to at least 8 inches depth
prior to the sand placement. Care should be taken not to compact the scarified subgrade
prior to or during the sand placement.
• Distribution lines, consisting of 1.5-inch diameter, Schedule 40 piping, with ⅛-inch
diameter orifice holes drilled at 4-foot centers near the center of the Infiltrators, 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 chambers by
pipe ties. The orifice holes should face up toward the chamber surface above.
• An 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.
• The sand bed should be oriented along ground contours to minimize soil cover.
• Sand filter material should extend one foot horizontally from the perimeter of the
chamber bed and then be sloped at 3 horizontal to 1 vertical maximum in all directions.
• The sand filter media should meet the requirements of the current Eagle County OWTS
Regulations for “secondary sand media”. ASTM C33 concrete sand is suitable for the
filter media. A sample of the sand filter media should be obtained within one month prior
to installation of the system for gradation analyses testing by us or the gradation test
results of the sand provided to us for approval.
• The sand filter material shall be placed in lifts not exceeding 10 inches thick. Each lift
shall be track or bucket compacted until settlement ceases.
• A minimum of 10 inches and a maximum of 24 inches of cover soil should be placed
over the chambers and sand filter.
• Backfill should be graded to deflect surface water away from the STA and should be
sloped at 3 horizontal to 1 vertical or flatter. This may require a swale along the up-slope
side of the STA.
• Disturbed soil should be re-vegetated as soon as possible with a native grass mix. No
trees, shrubs or other plants with deep roots should be planted on or near the STA as this
may damage the system piping.
• Four-inch diameter inspection ports should be installed vertically into the knockouts
provided in the Infiltrator end caps. Install ports at each corner of the bed. 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
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Kumar & Associates, Inc. Project No. 20-7-104.02
extend at least 8 inches above the finished ground surface or be protected in a valve box
at finished grade.
• A 10 feet setback is required from the STA to the property lines.
• A 10 feet setback is required from the STA to the garage area of the residence.
• A 20 feet setback is required from the STA to any areas of the residence with a basement,
crawlspace or foundation drains.
• A plan view of the STA is presented on Figure 4 and a cross section of the STA is
presented on Figure 5.
• Cleanouts are required at the end of the distribution line. See Figure 6 for the cleanout
detail.
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 2,500 gallon, two-chamber septic tank from Valley Precast will be used for primary
treatment. 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
dosing tank.
• The tank must be a minimum of five feet from the residence and from the STA. The
tanks must be a minimum of 10 feet from any potable water supply lines.
• The tank must be set level. The excavation bottom must be free of large rocks or other
objects that could damage the tank during placement. A road base or gravel bedding
material may be needed to prevent tank damage during placement and act as a leveling
course.
• The tank lids must extend to final surface grade and made to be easily located.
• Install the tank with 2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
Advanced Treatment
• A 2,000 gallon, three-chamber septic tank with an AdvanTex AX40 treatment system
will be used for advanced treatment. A detail of the tank and system is provided as an
attachment to the report.
• The system should be set up in Mode 3B for recirculation.
• A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the
second third chambers of the tank. The pump in the second chamber will recirculate
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Kumar & Associates, Inc. Project No. 20-7-104.02
effluent through the Advantex AX40 system. The pump in the third chamber will dose
effluent to the STA.
• The advanced treatment system to be installed by Valley Precast.
• The tank must be a minimum of five feet from the residence and from the STA. The
tanks must be a minimum of 10 feet from any potable water supply lines.
• The tank must be set level. The excavation bottom must be free of large rocks or other
objects that could damage the tank during placement. A road base or gravel bedding
material may be needed to prevent tank damage during placement and act as a leveling
course.
• The tank lids must extend to final surface grade and made to be easily located.
• Install the tank with 2 feet minimum cover soil for frost protection. Maximum tank soil
cover is 4 feet.
• The control panel should be attached to the exterior of the residence within line of site of
the system. A communications line should be run to the control panel for remote
monitoring.
• Air vents must extend above expected peak snow level.
Sewer Pipe
• The sewer line to the septic tank should not be less than the diameter of the building
drains and not less than 4 inches in diameter.
• The sewer pipe should have a rating of SDR35 or stronger.
• The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in
the tank and the potential for 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 at 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.
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Kumar & Associates, Inc. Project No. 20-7-104.02
• 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 other sewer lines exiting the building.
Effluent Transport Piping
• The effluent transport pipe should be 1.5-inch diameter Schedule 40 piping sloped at a
2% minimum to drain back to the dose chamber from the STA.
• 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.
• 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 1.5-inch diameter
discharge assembly, or equivalent, will be required for the effluent pumping.
• The maximum effluent transport distance from the pump discharge to the STA estimated
to be 25 feet.
• The elevation difference from pump discharge to the STA is estimated to be about 3 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 29.5 gallons per minute at 12.1 feet
of total dynamic head. A pump performance curve is provided as an attachment to this
report.
• The floats should be set to provide a dose volume of approximately 126 gallons. The
actual dose volume will be about 123 gallons assuming 3 gallons of drainback in the
transport line. To achieve the desired dose volume, the upper (“ON”) and lower (“OFF”)
floats should be set approximately 12½ inches apart.
- 8 -
Kumar & Associates, Inc. Project No. 20-7-104.02
• The flow differential between the first and last orifices is estimated to be 0.8%.
• 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.
• An 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.
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. Valley Precast should hold a 3-year Operation and Maintenance contract and be
renewed as needed. 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.
• 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 soil absorption system.
- 9 -
Kumar & Associates, Inc. Project No. 20-7-104.02
• 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
• Valley Precast should hold a 3-year Operations and Maintenance contract for the OWTS.
• Inspect the septic tank, pump, pump vault filter 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 about 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 25 to 33% of the capacity of the first chamber of the septic tank.
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 As-Built inspection will include a pump test for the system. 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
Kumar & Associates
SILT
COBBLES
COARSE
GRAVEL
MEDIUMMEDIUMV. FINE
SAND
CLAY
FINE CO.FINEV. CO.CO.FINE
Kumar & Associates
Kumar & Associates
Kumar & Associates
NATIVE SOILSREMOVE VEGETATION AND SCARIFYUPPER 8" OF GROUND SURFACEPRIOR TO SAND PLACEMENTEXISTING GROUND SURFACE SAND FILTER46' MINIMUMBASAL WIDTH14.0'12.0'4" DIAMETEROBSERVATION PORTINFILTRATOR QUICK 4PLUS STANDARD LOWPROFILE CHAMBERS10" COVER SOIL.3H:1V MAX. SLOPE.1.5' THICK SANDFILTER UNDERCHAMBER BEDMAXIMUM CUT DEPTH OF 1.5'.SCARIFY UPPER 8" PRIOR TOSAND PLACEMENT.UPHILL SWALE TO DIVERTSURFACE WATERKumar & 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
NOT TO SCALE
Notes
1.All piping, fittings and valves should be Sch. 40 39C.
2.Install distribution line cleanouts at the end of each distribution line.
Pump Selection for a Pressurized System - Single Family Residence Project
20-7-104.02 / 872 Webb Peak, Eagle County
Parameters
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
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
1.50
25
40
1.50
None
3
9
40
1.50
4
64
40
1.50
1/8
4
5
None
0
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
0.43
68
29.5
4
0.8
4.7
gpm
gpm
%
fps
Frictional Head Losses
Loss through Discharge
Loss in Transport
Loss through Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add-on' Friction Losses
2.6
1.3
0.0
0.1
0.1
0.0
0.0
feet
feet
feet
feet
feet
feet
feet
Pipe Volumes
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
2.6
0.9
27.1
30.7
gals
gals
gals
gals
Minimum Pump Requirements
Design Flow Rate
Total Dynamic Head
29.5
12.1
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:
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SC
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6
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912
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1
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Ex:9110.41+00Pr:9113.67
Ex:9114.0
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Ex:9117.92+903.00%4.00%5.90%PVIS: 1+00.00
PVIE: 9111.36
PVIS: 1+06.00
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PVIE: 9119.89EXISTING GROUND PROFILE AT CENTERLINEPROPOSED GROUND PROFILE AT CENTERLINEMATCH GRADE
GARAGE DOOR0%1) BASIS OF ELEVATION: 9126.06 FOR THE 10" NAIL SURVEYSTATION BENCHMARK LOCATED TO THE WEST OF THE NWBUILDING SETBACK LINE , PER THE TOPOGRAPHIC SURVEY BYSTARBUCK SURVEYORS & ENGINEERS DATED 08-21-01.2) THE LOCATION OF EXISTING IMPROVEMENTS, LOT LINES, ANDEASEMENTS ARE BASED UPON THE FINAL PLAT OF LOT 9, BLOCK1, CORDILLERA SUBDIVISION, FILING NO. 35, AND SURVEYCONTROL MONUMENTS FOUND AT THE TIME OF THE SURVEYAND SHOWN ON THE TOPOGRAPHIC SURVEY REFERENCEDABOVE.3) SEE ADDITIONAL SITE NOTES, LEGEND & DETAILS ON SHEETC2.4) LOCATIONS OF UTILITY SERVICES TO THE EXISTINGSTRUCTURE WERE NOT LOCATED ON THE BASE SURVEY. PRIORTO CONSTRUCTION LOCATE ALL UTILITY SERVICE HORIZONTALAND VERTICAL LOCATIONS THROUGHOUT THE NEWCONSTRUCTION ZONE. PROTECT AGAINST DAMAGE ASNECESSARY FROM ANY NEW CONSTRUCTION. MAINTAINMINIMUM REQUIRED DEPTHS AND COVER AS ESTABLISHED BYEACH UTILITY OR METRO DISTRICT. CONTACT ENGINEER IFCONFLICTS OCCUR.5) AREA OF DRIVEWAY & AUTO-COURT: 4682 SF AREA OF SNOW STORAGE: 1496 SF (32%)0010'20'Scale: 1" = 10'8020801880188020>>>>ETCETCWSWSWSWSWSSLSLSLSLSLPROPOSED SPOT ELEVATIONDRAINAGE SWALEFLOW ARROWWATER SERVICESEWER SERVICEELECT., PHONE & CATV SERVICEGAS SERVICESEDIMENT CONTROL FENCEPROPOSED MAJOR/MINOR CONTOUREXISTING MAJOR/MINOR CONTOUREROSION BALESASPHALT DRIVEWAYNORTH AMERICAN GREEN SC-250BN EROSIONCONTROL FABRIC, OR RIPRAP ALTERNATIVESNOW STORAGEFLAGNOTEBOULDER WALLWATER CURB STOPSCFSCFTOP OF WALLBOTTOM OF WALLGRADE BREAKHIGH POINTLOW POINTTOWBOWGBHPLP96.75GG12345681011712914151617181920FLAGNOTES:MATCH TO EXISTING EDGE OF ROADWAY.PROVIDE END WALLS AND WING WALLS CONSTRUCTED WITH STONE TO MATCHBUILDING MATERIALS.REGRADE PORTION OF ROADSIDE DITCH AS NECESSARY TO ENABLE NEW CULVERTTO MAINTAIN 12" OF COVER AT THE DRIVEWAY.TRANSITION FROM ROADWAY GRADE INTO -2% CROSS SLOPE TOWARD THEDOWNHILL IN THE FIRST 30 FEET OF DRIVEWAY.PROTECT CULVERT WHEN CONSTRUCTING IMPROVEMENTS ABOVE FROM MATERIALAND EQUIPMENT, TYP.WHERE PROPOSED SWALE DAYLIGHTS WITH NATURAL GROUND, FAN OUT DRAINAGESWALE TO EVENLY DISSIPATE DRAINAGE, TYP.PROVIDE DRAINAGE SWALE AS SHOWN, WITH NORTH AMERICAN GREEN SC250EROSION FABRIC OR RIPRAP. SEE DETAIL.INSTALL 12" NYLOPLAST DRAIN BASIN WITH DOME GRATE. INSTALL HEAT TAPE INBASIN & CULVERT.INSTALL 12" NYLOPLAST IN-LINE DRAIN WITH STANDARD GRATE. INSTALL HEAT TAPEIN BASIN & CULVERT.FINISH GRADE AT WINDOW WELL TO BE 12" MIN. LOWER THAN SILL ELEVATION. DONOT ALLOW ANY ROOF DRAINAGE TO FALL (UTILIZE GUTTER) IN AREAS OF WINDOWWELLS. INSTALL WINDOW WELL DRAIN PER THE DETAIL ON SHEET C2.SLOPE PATIOS AND DECKS AT 1% MIN. AWAY FROM THE STRUCTURE.GRADE AROUND THE PERIMETER OF BUILDING AS NECESSARY 10% FOR 5-FEET MIN.IN UNPAVED AREA TO ENSURE PROPER DRAINAGE AWAY FROM THE FOUNDATION.ENSURE MEANS TO DRAIN AREA BETWEEN REAR OF HOUSE AND PATIO ANDWALKWAYS. SHAPE WALKWAYS AND PATIOS TO DRAIN AWAY FROM THE HOUSESUCH THAT ANY DRAINAGE CAN SHEET FLOW TO THE EXTERIOR DRAINAGE SWALES.LOCATE EXISTING CURB STOP, CONFIRM LOCATION AND CONNECTION WITH EAGLERIVER WATER & SANITATION DISTRICT, CONNECT AND EXTEND NEW WATER SERVICETO MECHANICAL ROOM. MAINTAIN COVER OVER NEW SERVICE PER DISTRICTREGULATIONS.LOCATE & INSTALL GAS SERVICE FROM EXISTING SERVICE STUB TO MECHANICALROOM. MAINTAIN COVER OVER NEW SERVICE PER UTILITY REGULATIONS.EXTEND ELECTRIC, TELEPHONE & CABLE TV SERVICES TO METER CABINET. MAINTAINCOVER & CLEARANCES BETWEEN/OVER NEW SERVICES PER UTILITY REGULATIONS.CREATE NEW DRAINAGE SWALE TO DIVERT UPHILL DRAINAGE. LOCATE FLOWLINEHORIZONTALLY AND VERTICALLY AS SHOWN, INSTALL NORTH AMERICAN GREENSC250 EROSION FABRIC.EROSION LOGS PER DETAIL ON SHEET C2.SEDIMENT CONTROL FENCE PER DETAIL ON SHEET C2.PROVIDE CONSISTENT SLOPE BETWEEN ELEVATION 9119 TO 9118 FOR SAND FILTERDISTRIBUTION ZONE.ByRevisionNo.Date
923 Cooper AvenueSuite 201Glenwood Springs, CO 81601tele: 970.945.5252fax: 970.384.2833Engineer or SurveyorSealSheetClient Information:PROJECT NO.FILE NAME:Designer:Drafter:Date:N:\PROJECTS\2019\19026-Cline Lot 9 Cordilerra\dwg\Cline SP-01.dwg 8/26/2020 7:46 AM
NORTH9.
8.
7.
6.
5.
4.
3.
2.01/21/20BUIPAHcline sp-01.dwg19026970.926.1720EDWARDS, CO 81632PO BOX 5127WT CONSTRUCTIONEAGLE COUNTY, COLORADO
1.
PERMIT SET
Grading, Drainage And Erosion Control Plan
Cline Residence
C119082B
R
UCE D LEWISCOL
O
RADO LICENSEDPROFESSIONAL ENG
INEER 1/20/208.26.20 OWTS FIELD GRADING PH21
8" CLASS 6 AGGREGATE BASECOURSE COMPACTED TO 95%STANDARD PROCTOR12' ASPHALT DRIVEWAY1.0'1.0GRAVEL SHOULDER2 MAX.12.0%STRIP ALL TOPSOIL, SCARIFYAND RECOMPACT SUBGRADE AMINIMUM OF 12" DEPTH TO 95%STANDARD PROCTOR3" CLASS C ASPHALTICPAVEMENTEXISTING GROUNDCL2.0%2 MAX.1EROSION CONTROL FABRIC1 FT. DRAINAGE DITCH IFSHOWN IN PLAN VIEWGRAVEL SHOULDER0010'20'Scale: 1" = 10'GENERAL NOTES12"2:1
MAXLINE W/ NAG-SC250 EROSIONCONTROL FABRIC, 6.67' OR 8' ROLLWIDTH, OR RIPRAPGRADE ASNECESSARY2:1 MAXGENERAL NOTES:1.ALL CONSTRUCTION SHALL MEET OR EXCEED THE CURRENT CONSTRUCTION AND DESIGN STANDARDS ESTABLISHED BY THE DESIGNGUIDELINES AND THE COUNTY AND BE SUBJECT TO OBSERVATION BY THE COUNTY AND THE PROJECT ENGINEER.2.THIS DESIGN WAS PREPARED WITHOUT THE BENEFIT OF A SUBSURFACE UTILITY ENGINEERING (SUE) STUDY OR MAP. THIS DESIGN HAS BEENPREPARED FOR A PRIVATE DEVELOPMENT USING EXISTING UTILITY INFORMATION PROVIDED BY OTHERS. EXISTING UTILITIES ARE SHOWN ASTHEY ARE BELIEVED TO EXIST, BUT MAY NOT REPRESENT ACTUAL FIELD CONDITIONS. BOUNDARIES UNLIMITED INC. DID NOT CONFIRM ANYDATA PROVIDED OR PERFORM ANY ADDITIONAL RESEARCH OR NOTIFICATION TO ELEVATE THESE PLANS TO SENATE BILL 18-167 STANDARDS.AS SUCH, BOUNDARIES UNLIMITED INC. MAKES NO GUARANTY, EXPRESSED OR IMPLIED, FOR THE LOCATION OF SUBSURFACE UTILITIESCONTAINED WITHIN THIS PLAN SET. IF THE CLIENT AND/OR CONTRACTOR REQUIRES A SUBSURFACE UTILITY ENGINEERING STUDY OR MAPFOR FULL COMPLIANCE WITH SENATE BILL 18-167, THEN A MORE EXHAUSTIVE INVESTIGATION SHALL BE OBTAINED BY THE CLIENT AND/ORCONTRACTOR PRIOR TO COMMENCING WITH ANY CONSTRUCTION. OTHERWISE, PRIOR TO ANY EXCAVATION, CONTRACTOR SHALL CONTACTALL APPROPRIATE UTILITY COMPANIES FOR LINE LOCATIONS. CONTRACTOR SHALL NOTIFY PROJECT ENGINEER OF ANY POTENTIAL CONFLICTSPRIOR TO UTILITY CONSTRUCTION SO THAT LINE OR GRADE CHANGES CAN BE MADE TO AVOID A CONFLICT WITH ANY EXISTING UTILITY. THECONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES FROM DAMAGE DURING CONSTRUCTION AND, AT NO EXPENSE TO THE CLIENT ORPROJECT ENGINEER, REPAIR ANY DAMAGED UTILITIES..3.ALL EXCAVATIONS FOR UTILITY LINES, RETAINING WALLS, ROADWAYS, BUILDING STRUCTURES, DRAINAGE FACILITIES AND TRENCHES, ALONGWITH WORK IN GENERAL, SHALL MEET THE REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA),COLORADO INDUSTRIAL COMMISSION, OR THE COLORADO DIVISION OF MINES, WHICH EVER APPLIES. SAFETY IS THE CONTRACTOR'SRESPONSIBILITY. NO OTHER PARTIES ARE RESPONSIBLE FOR SAFETY IN, ON OR ABOUT THE SITE, NOR FOR COMPLIANCE BY THE APPROPRIATEPARTY WITH ANY REGULATIONS RELATING HERETO.4.COMPACTION MUST BE ATTAINED AND COMPACTION RESULTS SUBMITTED TO THE COUNTY AND THE PROJECT ENGINEER PRIOR TOACCEPTANCE. COMPACTION SHALL MEET OR EXCEED COUNTY REGULATIONS. 95% STANDARD PROCTOR DENSITY IS REQUIRED FOR ALLROADWAY AND DRIVEWAY SUBGRADE CONSTRUCTION AND TRENCH BACKFILL UNDER THE SAME, & 90% STANDARD PROCTOR DENSITY INLANDSCAPE AREAS, UNLESS NOTED OTHERWISE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. SEE SOILS REPORT FOR STRUCTURALFOUNDATION RECOMMENDATIONS.5.THE CONTRACTOR SHALL CONTAIN HIS CONSTRUCTION ACTIVITIES TO THE AREA WITHIN THE STREET RIGHT OF WAY AND PROPERTY OWNED,OR EASEMENTS PROVIDED TO OWNER. THE CONTRACTOR SHALL NOT OPERATE OUTSIDE THIS AREA WITHOUT THE PRIOR CONSENT OF THEPROPERTY OWNER INVOLVED. ANY DAMAGE TO PRIVATE PROPERTY BY THE CONTRACTOR OUTSIDE THESE LIMITS WITHOUT THE PERMISSIONOF THE PRIVATE PROPERTY OWNER WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.6.THE CONTRACTOR SHALL ENSURE DRAINAGE AWAY FROM ALL STRUCTURES IN ALL DIRECTIONS. DO NOT ALLOW WATER TO POND ON-SITE.PROVIDE SWALES TO DRAINAGE STRUCTURES AND RUNOUT. SHALLOW DRAINAGE SWALES HAVE A TENDENCY OVER TIME TO FILL IN &BECOME LESS EFFECTIVE. PERIODIC MAINTENANCE, AT LEAST TWICE A YEAR, IS NECESSARY TO CHECK THE INTEGRITY OF THE SWALE &MAINTAIN DRAINAGE CHARACTERISTICS. BUILDING FOUNDATION WALL HEIGHT TO BE A MINIMUM OF 6" ABOVE FINISH GROUND AT EXTERIORWALL.7.THE CONTRACTOR SHALL AT ALL TIMES KEEP TWO FULL SETS OF CONTRACT DRAWINGS MARKED UP TO INDICATE THE AS-BUILT CONDITIONS.THE DRAWINGS SHALL BE PROVIDED TO THE OWNER AND THE ENGINEER UPON COMPLETION OF THE WORK. WHERE PRACTICAL, THECONTRACTOR IS TO PROVIDE AT LEAST TWO TIES FROM PHYSICAL MONUMENTS TO ALL FITTINGS, VALVES, MANHOLES, AND THE END OF ALLSERVICE LINES.8.ON-SITE OBSERVATIONS AND REVIEW CONDUCTED BY THE COUNTY OR THE PROJECT ENGINEER OF CONSTRUCTION WORK IN PROGRESS ARENOT TO BE CONSTRUED AS A GUARANTEE OR WARRANTY BY THE COUNTY OR THE PROJECT ENGINEER OF THE COMPLETED WORK AND THECONTRACTOR'S RESPONSIBILITIES.9.THE CONTRACTOR SHALL TAKE ALL APPROPRIATE PRECAUTIONS TO SIGNIFICANTLY REDUCE ANY POTENTIAL POLLUTION CAUSED BY HISACTIVITIES, INCLUDING VEHICLE FUELING, STORAGE OF FERTILIZERS OR CHEMICALS, ETC. THE CONTRACTOR SHALL HAVE IDENTIFIEDPROCEDURES FOR HANDLING POTENTIAL POLLUTANTS AND IDENTIFIED SPILL PREVENTION AND RESPONSE PROCEDURES PRIOR TO ANYACTIVITIES AT THE PROJECT SITE.10.THE CONTRACTOR SHALL NOT SCALE DRAWINGS FOR CONSTRUCTION PURPOSES. ANY MISSING DIMENSIONS OR DISCREPANCIES IN PLANS,FIELD STAKING, OR PHYSICAL FEATURES SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER. IF THE CONTRACTOR PROCEEDSWITH THE WORK WITHOUT NOTIFYING THE ENGINEER, HE DOES SO AT HIS OWN RISK.11.DISPOSAL OF TRASH, ASPHALT, CONCRETE AND CONSTRUCTION DEBRIS IS THE CONTRACTORS RESPONSIBILITY AND SHALL BE CONSIDEREDPART OF THE WORK.12.HORIZONTAL & VERTICAL INFORMATION FOR EXISTING PROPERTY LINES, TOPOGRAPHY, ROADWAY, UTILITIES & DRAINAGE STRUCTURES WERESUPPLIED BY STARBUCK SURVEYORS AND ENGINEERS, JOB NO. 201-20 DATED 08-21-01. SEE LANDSCAPE, ARCHITECTURAL ANDSTRUCTURAL ENGINEERING PLANS FOR ADDITIONAL BUILDING AND LANDSCAPE INFORMATION.13.SEE ADDITIONAL LANDSCAPE INFORMATION FROM WT CONSTRUCTION, LLC. IN NON HARDSCAPE AREAS, GRADE AT A MINIMUM OF 12" INTHE FIRST 10 FEET AWAY FROM THE STRUCTURE, OR AS DIRECTED BY THE GEOTECHNICAL STUDY. EXTERIOR BACKFILL SHOULD BE ADJUSTEDTO NEAR OPTIMUM MOISTURE AND COMPACTED TO AT LEAST 95% OF THE MAXIMUM STANDARD PROCTOR DENSITY IN PAVEMENT AREASAND TO AT LEAST 90% OF THE MAXIMUM STANDARD PROCTOR DENSITY IN LANDSCAPE AREAS. SEE & FOLLOW RECOMMENDATIONS OF THEGEOTECHNICAL SUBSOIL STUDY BY_____________ DATED ____________ JOB NO. ____________.14.ALL PRODUCT INFORMATION SHOWN IS AS PROVIDED BY THE MANUFACTURER. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING ANDCOMPLYING WITH THE MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS FOR THE INSTALLATION OF ALL MATERIALS WITHSPECIAL ATTENTION TO PROPER SEALING OF MATING SURFACES. THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER IF ANYDISCREPANCIES ARE FOUND BETWEEN THE DELIVERED PRODUCTS AND THOSE SHOWN ON THIS PLAN.15.FOUNDATION AND RETAINING WALL DESIGNS TO BE OBTAINED FROM, OR VERIFIED BY THE PROJECT STRUCTURAL OR GEOTECHNICALENGINEER.16.THE FOUNDATION DRAIN SYSTEM SHALL BE INSTALLED PER THE RECOMMENDATION OF THE STRUCTURAL AND GEOTECHNICAL ENGINEERS.17.THE SURVEYOR RESPONSIBLE FOR STAKING THE FOUNDATION OF THE HOUSE IS RESPONSIBLE TO MAKE SURE HE HAS THE LATEST SITE,FOUNDATION & ARCHITECTURAL PLANS AVAILABLE, ALONG WITH ANY UPDATED LOTLINE, SETBACK & EASEMENT INFORMATION.18.INSTALL ROOF GUTTERS AND DOWNSPOUTS THAT DISCHARGE WELL BEYOND THE LIMITS OF ALL BACKFILL. CONFIRM DOWNSPOUT DRAINAGEHAS GOOD POSITIVE GRADE RUNNING AWAY FROM THE HOUSE. STORM DRAIN PIPES TO BE INSTALLED WITH 1% MINIMUM SLOPE TO THEOUTFALL POINTS. HEAT TAPE SHALL BE INSTALLED IN ALL EXTERIOR ROOF DRAIN PIPES, DOWNSPOUTS, AREA DRAINS, AND STORM DRAINPIPES.19.LANDSCAPING WHICH REQUIRES REGULAR HEAVY IRRIGATION SUCH AS SOD, AND LAWN SPRINKLER HEADS SHOULD BE LOCATED AT LEAST10 FEET FROM FOUNDATION WALLS.20.ACCUMULATED SNOWFALL SHALL BE REMOVED TO GRASS AREA TO ENSURE THAT PROPER DRAINAGE AWAY FROM THE BUILDING ISMAINTAINED.21.FINISH GRADE & SPOT ELEVATIONS ASSUME THAT THE FOUNDATION WALLS EXTEND ABOVE THE BUILDING FINISH FLOOR & HANGER FLOORJOISTS ARE USED.22.INSTALL DEEP & SHALLOW UTILITY SERVICES ACCORDING TO ARROWHEAD AT VAIL & RESPECTIVE UTILITY COMPANY OR METRO DISTRICTSPECIFICATIONS AND REGULATIONS. HORIZONTAL LOCATIONS OF SERVICE LINES ARE SUGGESTIONS ONLY, PROPOSED UTILITY SERVICES TOTHE RESIDENCE MAY BE VARIED FROM THE LOCATIONS SHOWN. ALL WATER AND SEWER SERVICES SHALL BE INSTALLED WITH A 7.5 FT.MINIMUM COVER, OR PER METRO DISTRICT REGULATIONS.23.DRAINAGE PIPES CALLED OUT AS ADS SHALL BE ADVANCED DRAINAGE SYSTEMS N-12 WATER RESISTANT PIPE (ADS N-12-WT) OR ENGINEERAPPROVED EQUAL. ALL PIPES SHALL BE INSTALLED WITH WATERTIGHT CONNECTIONS.24.CONTRACTOR IS RESPONSIBLE TO OBTAIN ALL NECESSARY PERMITTING FOR CONSTRUCTION FROM THE APPROPRIATE GOVERNMENTALENTITIES.25.ALL UTILITIES, BOTH UNDERGROUND OR OVERHEAD, SHALL BE MAINTAINED IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRECONSTRUCTION PERIOD. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR DAMAGES TO, OR INTERRUPTION OF, SERVICES CAUSEDBY THE CONSTRUCTION.EROSION CONTROL NOTES:1. IMPLEMENTATION OF THE EROSION AND SEDIMENT CONTROL MEASURES SHALL PRECEDE STRIPPING OF NATIVE VEGETATIVECOVER AND AS GRADING PROGRESSES.2. ALL TEMPORARY AND PERMANENT SOIL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED AND REPAIREDAS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. STRAW BALE DIKES OR SILT FENCING MAYREQUIRE PERIODIC REPLACEMENT. SEDIMENT TRAPS WILL REQUIRE PERIODIC SEDIMENT REMOVAL.3. INSTALL PERMANENT EROSION FABRIC IN THE FLOW LINES OF DRAINAGE SWALES.SEDIMENT CONTROL FENCE DETAILPOINTS A MUST BE HIGHER THAN POINT BPOINT AENTRENCH 3"POINT APOINT BPOINT AEROSION LOGPOINT BFLOWPOINT APLAN VIEWPLAN VIEWUSE 2 PINE STAKES 1 1/2" x 1 1/2" x 12" AT ALLEROSION LOG ENDS OR JOINTS, OTHERWISEUSE A STAKE EVERY 24 IN. AND CONTINUETO ALTERNATE ORIENTATION THROUGHOUTTHE LENGTH OF THE EROSION LOG.EROSION LOGØENTRENCH 3"ØFLOWTO EACH OTHERAPPROX. 90°lc3dt
r016SECTION A-ASECTION D-DFEATURE THAT NEEDSPROTECTIONSEDIMENT REMOVAL SHALL BE PERFORMEDCONTINUOUSLY FOR PROPER FUNCTION.FLOWFLOWAREA DRAINEROSION LOGTYPICAL SWALE SECTIONTemporary Erosion Control LogINSTALL EROSION CONTROL FABRICPER MANUFACTURERSRECOMMENDATIONSPROPOSED DRIVEWAY TYP. SECTIONTO BE VERIFIED BY PROJECT GEOTECHNICAL ENGINEERTEE/BENDS WITH GLUEDJOINTS ORWATERTIGHT ADAPTERS6" OR 8"Ø SCH.40 PVC RISER,TYP.4"Ø ADS TO SCH. 40 PVC90° BEND4"Ø ADS N-12-WT CPP6" OR 8"Øx4"ØWYE6" OR 8"ØTEE6" OR 8"Ø 90° BENDBUILDING4"Ø SCH. 40 PVCRISER4"Ø SCH. 40 PVC45° BENDDOWNSPOUT4" ADS DOWNSPOUTCONNECTORTypical Site Drain(N.T.S)Typical Roof Drain(N.T.S)IF SPECIFIEDREFER & COORDINATE WITH THE GEOTECHNICAL REPORTNYLOPLAST AREA DRAIN WITH DOME GRATE, PVC RISER ANDTEE OR BEND, TYP. EXTEND HEAT TAPE FROM NEARESTDOWNSPOUT THROUGH THE PIPE AND CONNECT TO THEBOTTOM OF THE GRATE,TYP. INSTALL TEMPORARY FILTERFABRIC OR SEDIMENT BASKET UNDER THE GRATE. SEE SITEPLAN FOR RIM ELEVATIONSNYLOPLAST INLINE DRAIN OR(BEND ONLY) 6" CLEANOUTWITH PVC RISER AND TEE ORBEND, TYP.HEAT TAPEALL JOINTS TO BEWATER TIGHT, TYP.BELOW GRADE WALLSLOPE PERREPORTBACKFILLSLOPEPEROSHAWATER PROOFING PERSTRUCTURAL ENGINEER, TYP.ATTACH PLASTIC SHEETINGAT FOUNDATION WALLSLIPJOINTSLAB-ON-GRADEFOOTING OR PADCOVER ENTIRE WIDTH OFGRAVEL WITH NON-WOVENGEOTEXTILE FABRIC (MIRAFI160N OR EQUIVALENT).4"Ø PERFORATED RIGID PIPE (SDR35 PVC). THE PIPESHOULD BE PLACED IN A TRENCH WITH A SLOPE OF 1%MIN. (1/8 INCH DROP PER FOOT) TO DRAIN.ENCASE PIPE IN 1/2" TO 1-1/2"WASHED GRAVEL. EXTEND GRAVELLATERALLY TO FOOTING AND ATLEAST 1/2 HEIGHT OF FOOTING. FILLENTIRE TRENCH WITH GRAVEL.NOTES:1.THE BOTTOM OF THE DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OFFOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITYOUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING.2.CONTRACTOR TO FOLLOW ANY ADDITIONAL RECOMMENDATIONS OF THEGEOTECHNICAL ENGINEER8" MIN. OR BEYOND 1:1 SLOPEFROM BOTTOM OF FOOTING,(WHICHEVER IS GREATER)SLOPE TO DRAIN6" MINIMUMTYPICAL FOUNDATION DRAIN2" MIN.PREFABRICATED DRAINAGECOMPOSITE (MIRADRAIN6000 OR EQUIVALENTCONFIRM WITH GEOTECHNICAL ENGINEERByRevisionNo.Date
923 Cooper AvenueSuite 201Glenwood Springs, CO 81601tele: 970.945.5252fax: 970.384.2833Engineer or SurveyorSealSheetClient Information:PROJECT NO.FILE NAME:Designer:Drafter:Date:N:\PROJECTS\2019\19026-Cline Lot 9 Cordilerra\dwg\Cline SP-01.dwg 8/26/2020 7:46 AM
NORTH9.
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2.01/21/20BUIPAHcline sp-01.dwg19026970.926.1720EDWARDS, CO 81632PO BOX 5127WT CONSTRUCTIONEAGLE COUNTY, COLORADO
1.
PERMIT SET
Notes And Details
Cline Residence
C21' MIN.0.5124"Ø MIN.ANGULARBOULDERS6' MAX.12"MIN.TOP OF WALL ELEVBOTTOM OFWALL ELEVTO BE VERIFIED BY PROJECT SOILSENGINEERREFER & COORDINATE WITH THE GEOTECHNICAL REPORT6"1' DEEPDIVERSIONSWALE1-1/2" SCREENED ROCKBACKFILL (TYP.)COMPACT BACKFILL UNDERBOULDERS TO 95% STANDARDPROCTOR DENSITY, WITH A MOISTURECONTENT NEAR OPTIMUM TYP.NOTES:1.THIS DETAIL IS FOR RETAINING LANDSCAPED AREAS ONLY AND SHALL NOT BEUSED TO RETAIN STRUCTURE OR VEHICLE LOADED AREAS.2.FREE DRAINING WALL BACKFILL SHOULD BE CAPPED WITH AT LEAST 12 INCHESOF COMPACTED HEAVY CLAYS TO REDUCE SURFACE WATER INFILTRATION3.ROUND RIVER BOULDERS ARE NOT ACCEPTABLE.4.SET BASE ROWS ON BENCHES WHERE THE TOPSOIL HAS BEEN REMOVED ANDTHE SUBBASE HAS BEEN SCARIFIED TO 9" MINIMUM DEPTH & RECOMPACTED TO95% STANDARD PROCTOR.5.CARE SHOULD BE TAKEN NOT TO OVER COMPACT THE BACKFILL OR USE LARGEEQUIPMENT NEAR THE WALL.6.SELECT AND PLACE BOULDERS IN A MANNER WHICH PERMITS AT LEAST 30%CONTACT AREA WITH ADJACENT BOULDERS.7.PLACE LARGER BOULDERS AT BOTTOM AND TRANSITION TO SMALLER BOULDERSAT TOP OF WALL. UNDER NO CIRCUMSTANCES SHOULD ANY BOULDER BEPLACED ON TOP OF ANOTHER BOULDER WHICH IS SMALLER THAN ITSELF.MIRAFI 140N OR 160NFILTER FABRIC1' COMPACTEDHEAVY CLAY4"Ø PERFORATED PVC PIPE (SLOPED AT 0.5%MIN.) WHERE ADJACENT TO THE WALL. DRAINTO THE DITCH OR DAYLIGHT AT 2% MIN. WITHSOLID PIPE. DRAIN PIPE SYSTEM MUST HAVE 4"MIN. GRAVEL BEDDING ON ALL SIDES.BOTTOM ROW Ø= 2/3 HEIGHT OF WALL,OR 30"Ø MIN. ANGULAR BOULDERSBOULDER WALL DETAIL, LANDSCAPED AREA7001-110-1111:100A3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.comTITLEREVDWG NO.12 IN - 30 IN DB & ID NON TRAFFIC INSTALLATIONDRAIN BASIN / CURB INLET DRAIN
ACJA2-22-02DRAWN BYMATERIALDATEDRAWN BYPROJECT NO./NAMEAPPD BYDWG SIZESHEETSCALEDATE2-22-02CJA12" - 30" INLINE DRAINTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICHNYLOPLAST HAS PROPRIETARY RIGHTS. THERECEIPT OR POSSESSION OF THIS PRINT DOES NOTCONFER, TRANSFER, OR LICENSE THE USE OF THEDESIGN OR TECHNICAL INFORMATION SHOWNHEREIN REPRODUCTION OF THIS PRINT OR ANYINFORMATION CONTAINED HEREIN, ORMANUFACTURE OF ANY ARTICLE HEREFROM, FORTHE DISCLOSURE TO OTHERS IS FORBIDDEN,EXCEPT BY SPECIFIC WRITTEN PERMISSION FROMNYLOPLAST.BACKFILL MATERIAL SHALL BECRUSHED STONE OR GRAVELMATERIAL MEETING CLASS 1 OR 2 ASSPECIFIED IN ASTM D2321.BACKFILL MATERIAL SHALL BEPLACED UNIFORMLY IN 12" LIFTS ANDCOMPACTED TO 90 - 95% DENSITY.12" - 30" DRAIN BASINBACKFILL MATERIAL SHALL BECRUSHED STONE OR GRAVELMATERIAL MEETING CLASS 1 OR 2 ASSPECIFIED IN ASTM D2321.BACKFILL MATERIAL SHALL BEPLACED UNIFORMLY IN 12" LIFTS ANDCOMPACTED TO 90 - 95% DENSITY.DRAIN BASIN / INLINE DRAIN1 OF 1Per Plan6" SUMP6" BEDDINGPER PLANSINTERGRATED DUCTILE IRON FRAME &GRATE TO MATCH BASIN O.D.OUTLET ADAPTERWATERTIGHT JOINTCLASS 6 ABC COMPACTED TO95% STANDARD PROCTORDRAIN BASIN LAYOUT2.75"1.25"22.13"Ø18.64"ØNYLOPLASTDUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS 1.25"NYLOPLAST DRAIN BASINSTANDARD GRATE ASSEMBLYDIMENSIONS ARE FOR REFERENCE ONLYACTUAL DIMENSIONS MAY VARYDIMENSIONS ARE IN INCHESGRATE MEETS H-20 LOAD RATINGQUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINTLOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO.7001-110-0356" MIN. AND GRADE AWAY FROMTHE FOUNDATION AT 10% MIN. FOR 5'12" MIN.WINDOWFINISHFLOORNOTES:1.RAILING AND/OR PROTECTIVEGRATING BY OTHERS.FOUNDATION
FOUNDATION
6"Ø AREA DRAINAND 4"Ø PVC PIPEGRADE FLOOR TOAREA DRAINCONNECT TO THEFOUNDATION DRAINWINDOW WELL DRAIN3" MINUS WASH ROCKBACKFILL TO NATURALCOBBLESCONFIRM WITH GEOTECHNICAL ENGINEER19082B
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RADO LICENSEDPROFESSIONAL ENG
INEER 1/20/20
4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 http://www.colorado.gov/cdphe/wqcd
John W. Hickenlooper, Governor | Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer
March 26, 2015
Joseph Soulia, Government Relations Representative
Orenco Systems Incorporated
814 Airway Ave.
Sutherlin, OR 97479
Subject: Orenco, Advantex Series, Proprietary Treatment Product - Acceptance
For Use in Colorado On-site Wastewater Treatment Systems
Dear Mr. Soulia:
Pursuant to section 43.13 of the On-site Wastewater Treatment System Regulation 5 CCR 1002-43
(Regulation 43), the Water Quality Control Division (Division) has reviewed drawings and
specifications received between October 6, 2014 and January 12, 2015 for the Advantex proprietary
treatment technology products listed below.
The Advantex treatment technology is accepted as a higher level treatment system for use as a
component of an on-site wastewater treatment system (OWTS) subject to the design criteria in Table
1 below. This acceptance is not intended as an endorsement or third-party certification of the
technology.
This acceptance addresses the following product models:
Orenco, Advantex AX-20 for treatment level TL3N with flows up to 500 gpd.
Orenco, Advantex AX-20RT for treatment level TL3N with flows up to 500 gpd.
Orenco, Advantex AX-25RT for treatment level TL3N with flows up to 625 gpd.
Orenco, Advantex AX-100 for treatment level TL3N with flows up to 2,000 gpd.
This acceptance applies only to OWTS with design capacity less than or equal to 2,000 gallons per
day (gpd). Review and approval for the design of any OWTS proposing to use this technology will
be reviewed by the local public health agency. As individual local public health agency regulations
may be more stringent than Regulation 43, the Division cannot ensure the acceptance of a treatment
technology within any given jurisdiction.
Any modifications to the physical attributes or characteristics of this treatment technology must be
submitted to this office for review and acceptance by the Division prior to sale in Colorado. The
Division will review modifications, any additional third party verification reports and issue a revised
acceptance letter, or denial, as appropriate.
Joe Soulia, Orenco Systems Inc. March 26, 2015
On-site Wastewater Treatment System Treatment Technology Acceptance Page 2 of 4
Table 1. Design Criteria for Orenco Systems Inc., Advantex series models listed above:
Design Criteria
1. A septic tank consistent with section 43.9(A) and 43.9(B) and an effluent screen consistent
with section 43.3(44) and 43.9(I) must precede the treatment unit. Surge volume may be
required for some applications based on manufacturer recommendations. Pretreatment for
non-residential kitchens must include adequate separate grease separator tank(s) prior to
the primary septic tank(s) as required in section 43.9(J) of Regulation 43.
2. Mode configuration requirements:
a. In order to attain TL2, TL2N or TL3 effluent, the design of the treatment system may
- - This will ensure the required BOD, TSS and
TN reductions. Mode 1 is defined as recirculating all of the filtrate to the secondary
chamber of the processing tank.
b. -
order to obtain the required nitrogen reduction for this treatment level. Mode 3 is
defined as recirculating all, or a portion, of the filtrate to the primary chamber of
the processing tank.
3. Cold weather considerations, general:
a. All units must incorporate 1-inch insulation attached to the bottom of all lids and
risers covers integral to the treatment unit. Insulating around the process tanks,
risers, and other components will be at the discretion of the design engineer.
b. For installations in areas where snow accumulates each winter, the air vent must be
extended to ensure it terminates above the peak snow level.
4. Cold weather considerations for TL2N, TL3 and TL3N:
a. As per data supplied by Orenco Systems Inc., treatment systems that integrate
air source for the treatment pod. This
configuration would be typical of a single family residential treatment system.
b.
air source to ensure that the temperature of the filtrate remains above 50º F. This
configuration would be typical of a commercial treatment system with an AX-100
treatment unit.
5. Timer settings for dosing the treatment unit:
a. Timed-dosing to the treatment unit is required. The initial timer settings should be
established based on the expected average daily flow and a 4:1 filter recirculation
ratio.
b. A residual pressure of 3 to 6 feet (5 feet desired) within the treatment unit is used to
determine the initial timed-dose settings.
c. AX-20 and AX-
Orenco Systems design manual for further specifications.
d. AX-
time should be adjusted depending on the average daily flows. See the Orenco
Systems design manual for further specifications.
6. Design flow shall be for maximum occupancy. Design flow for single-family residential
designs may vary based on the regulations adopted by the local board of health for each
specific location. Design flow values and strengths for multi-family and commercial systems
shall be consistent with section 43.6(A)(4). Therefore, all design criteria in this acceptance
are based on total gallons per day and the assumption of residential strength wastewater.
Joe Soulia, Orenco Systems Inc. March 26, 2015
On-site Wastewater Treatment System Treatment Technology Acceptance Page 3 of 4
7.The design must include pressure dosed distribution of effluent. Reductions in soil treatment
area size or separation distances shall be as described in section 43.10(C)(4) of Regulation
43.
8. The designated higher level treatment rating is identified for each model on page 1. Use in
higher level treatment applications requires system be designed by a Colorado Licensed
Professional Engineer. The accepted treatment product may also be used for applications
requiring less than the approved treatment level of the product. Reductions in soil
treatment area size or separation distances based on higher level treatment may not be
applied unless the local public health agency has a maintenance oversight program in place
as described in section 43.14.D of Regulation 43. In locations where the local public health
agency has not adopted a maintenance oversight program, the treatment system may be
used but only with soil treatment area size and separation distances consistent with
treatment level TL1 requirements.
9. In addition to these design criteria, other provisions of Regulation 43 and local regulations
also apply to a specific design as well as good OWTS design practice. The Division does not
approve manufacturer design manuals. Manufacturer provisions shall not be applicable if
those provisions are not consistent with Regulation 43, these design criteria, and the
regulations adopted by the local board of health for the design location. Local public health
agencies will review proposed designs to confirm consistency with Regulation 43, these
design criteria, the local board of health regulations adopted pursuant to Regulation 43, and
good OWTS design practice.
10. Monitoring of the system may be required by the regulations adopted by the local board of
health for the design location.
11. The treatment technology is not intended for industrial sources of wastewater. The
treatment technology is intended to receive domestic wastewater with TL1 concentrations
(see Table 6-3 in Regulation 43) exiting the septic tank. Wastewater with higher
concentrations will require verification of the products ability to treat the wastewater and
appropriate modifications or pretreatment.
12. Design shall provide access for maintenance and repair. As per the requirements of
Regulation 43, septic tanks and all treatment components, other than the soil treatment
area, shall be equipped with access manholes and risers that extend to or above final grade.
All risers and lids shall be watertight and secure.
Additional Operation and Maintenance Criteria
1. Design shall include an Operation and Maintenance (O&M) Manual to be provided for all
installations. Individual operation plans shall include scheduled inspections, assessments,
and maintenance of the treatment. This plan for scheduled inspections and assessments
should include a routine inspection as described in section 43.14(D)(4)(b) unless the local
regulations require more frequent inspections.
The owner of the OWTS is responsible for arranging proper design, operation, and maintenance of
the facility to achieve the desired treatment level.
Joe Soulia, Orenco Systems Inc. March 26, 2015
On-site Wastewater Treatment System Treatment Technology Acceptance Page 4 of 4
If you have any -
2366 or chuck.cousino@state.co.us.
Sincerely,
Charles J. Cousino, REHS
On-site Wastewater Treatment System Coordinator
Engineering Section
Water Quality Control Division
Colorado Department of Public Health and Environment
cc: SCG Enterprises, Roger Shafer P.E. (local representative)
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