Abbey of St. Walburga Utility Plan - North Front Range Water Quality

Transcription

UTILITY PLAN
FOR
THE ABBEY OF ST. WALBURGA
October 2009
Revised March 18, 2010
Prepared For:
THE ABBEY OF ST. WALBURGA
1029 Benedictine Way
Virginia Dale, CO 80536-7633
Prepared By:
JR ENGINEERING
7200 South Alton Way
Centennial, CO 80112
(303) 740-9393
Job # 13754.02
The Abbey of St. Walburga
Utility Plan
3/18/2010
Table of Contents and
North Front Range Water Quality Planning Association (NFRWQPA)
Suggested Utility Plan Checklist
I.
EXECUTIVE SUMMARY......................................................................................4
I.a.
Background......................................................................................................4
I.b.
Facilities Plan Summary ..................................................................................4
I.c.
Implementation ................................................................................................8
I.d.
Summary of Utility Plan Structure ...................................................................8
II. GENERAL PLANNING .........................................................................................9
II.a. Feasibility of Consolidation of Facilities Reg. 22 @ 22.8 (1) (b) ......................9
II.b. Wastewater Reuse............................................................................................9
II.c. Environmental Components .............................................................................9
II.d. Environmental (NEPA) Information.................................................................9
III.
WASTEWATER CHARACTERIZATION .......................................................10
III.a. Service Area Designations .............................................................................10
III.b.
Population Datasets and Forecasts..............................................................10
III.c. Wastewater Flow Projections .........................................................................10
III.c.i.
Infiltration and Inflow Analysis..............................................................11
III.c.ii. Character of Influent ..............................................................................11
III.c.iii.
Industrial Pretreatment Program .........................................................13
III.d.
Treatment Works .......................................................................................13
III.d.i. Process System.......................................................................................13
III.d.ii. Infrastructure Sizing and Staging............................................................15
III.d.iii.
Location and Siting ............................................................................16
III.d.iv.
Biosolids Handling .............................................................................16
III.d.v. Schematic of Treatment Works ..............................................................16
III.d.vi.
Odor Control Considerations ..............................................................16
III.e. Air Quality Permit .........................................................................................17
III.f. Stormwater Management Plan........................................................................17
III.g.
Site Characterization Report.......................................................................17
III.h.
Collection System ......................................................................................17
III.h.i. Major Lift Stations .................................................................................17
III.h.ii. Interceptors ............................................................................................17
III.i. Maps..............................................................................................................18
III.i.i.
Treatment Plant Site Envelope................................................................18
III.i.ii. Service Areas .........................................................................................18
III.i.iii. Collection System ..................................................................................18
IV.
WATER QUALITY CHARACTERIZATION...................................................18
IV.a.
Water Quality of Receiving Water..............................................................18
IV.b.
TMDLs and/or Wasteload Allocations .......................................................18
IV.c.
Watershed Issues........................................................................................19
IV.d.
Preliminary Effluent Limitations (PELs) ....................................................19
IV.e.
Maps ..........................................................................................................20
IV.e.i. Watershed and Receiving Waters ...........................................................20
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IV.e.ii. Impaired Waters.....................................................................................20
V. ALTERNATIVE ANALYSIS ...............................................................................20
V.a. Treatment Works ...........................................................................................20
V.b. Level of Treatment.........................................................................................20
V.c. Public Participation in Selection Process........................................................21
VI.
MANAGEMENT AND FINANCIAL PLANS ..................................................21
VI.a.
Management Structure and Agreements .....................................................21
VI.b.
Wastewater Management Plan ...................................................................21
VI.c.
Financial Management Plan .......................................................................22
VI.d.
Revolving Loan Interest .............................................................................22
VI.d.i. User Charge Summary ...........................................................................22
VII. REFERENCES ..................................................................................................23
VIII. TECHNICAL SUPPORT APPENDICES ..........................................................24
Table of Figures
Figure 3.1 Typical primary septic tank profile ...............................................................14
List of Tables
Table III.1 – Wastewater Flow Calculations ..................................................................11
Table III.2 – Total System BOD5 ...................................................................................12
Table III.3 – Septic System Design................................................................................16
Table VI.1 – Capital, Replacement, Operation and Maintenance Costs..........................21
Table VI.2 – Planned Revenue for 20-Year Planning Period..........................................22
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I. EXECUTIVE SUMMARY
I.a. Background
The Abbey of Saint Walburga (Abbey) is a small convent of Benedictine Nuns of the
Roman Catholic Church. It is situated in a remote stream valley in Northern Colorado,
southwest of US Highway 287, near the community of Virginia Dale as shown in Figure
1 of Appendix B. Fish Creek runs along the north side of the property and combines with
Dale Creek, which runs along the east side of the property from north to south. Dale
Creek is a live stream that runs year-round. The property covers portions of Sections 4,
5, 8, and 9 in Township 11 North, Range 71 West, of the Sixth Principal Meridian. The
intersection of these four Sections is located approximately 50 feet north of the convent.
A vicinity map, labeled Figure 1, is included in Appendix B of this report.
The facility is comprised of a main building, with living and meeting quarters and kitchen
facilities, and some smaller free-standing garages and root cellars. The property is served
with public power and phone service, but it has private gas, water, and sewer service.
The existing sewer service for the Abbey is made up of a combination septic/recirculation
tank with textile media filters, which discharges effluent at a point approximately 300
feet to the south of the main building. Figure 1 in Appendix B shows the existing facility
and discharge locations with the general layout of the land.
Water supply is drawn from groundwater wells onsite, and wastewater treatment is
accomplished through a small treatment train consisting of a septic tank, biofiltration
process, and a leach field. This report describes proposed upgrades to the sanitary sewer
system, which will include the expansion of the on-site wastewater treatment works.
I.b. Facilities Plan Summary
The Abbey is currently served by an AdvanTex Wastewater Treatment system, which
was installed in 1999.
The current system receives and treats approximately 3,000
gallons per day (gpd). The Abbey of Saint Walburga wishes to expand the main living
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and meeting quarters and kitchen facilities of the main building, which would generate a
new wastewater treatment design average flow totaling approximately 6,000 GPD.
Additionally, the Abbey wishes to gain additional nitrogen removal based on a
recommendation by the Colorado Department of Health and Environment (CDPHE)
issued during a previous discharge permit renewal. The proposed system will increase
the nitrogen removal to 70%, up from 50%, before subsurface discharge to groundwater.
The existing treatment system will be upgraded to accommodate additional flow, and an
enhanced denitrification system will be implemented. The current system depends on the
subsurface flow through the ground to remove the remaining nitrates in the effluent
before the effluent reaches the property boundary to the required effluent limitation of 10
mg/l maximum concentration. The current Abbey discharge permit is included in the
Appendices and does not require groundwater monitoring based on a groundwater
modeling study included in the appendices that was performed for the current renewal of
the discharge permit. The modeling study was performed by drilling 4 monitoring wells
and analyzing the groundwater and soil to obtain input for the model. Two of the
monitoring wells were made permanent downstream of the existing and proposed
infiltration galleries and near the property boundary about ½ mile from the infiltration
galleries. No detectable nitrate concentrations were found in any of the monitoring wells.
The average nitrate concentration level found from testing the existing system that
remove around 50 per cent of the total nitrogen was 35 ppm. The modeling analysis was
performed using this subsurface discharge nitrate concentration for flow rates of 3000
gpd and 5000 gpd effluent discharge into the infiltration galleries and under normal
rainfall conditions and drought conditions. The normal rainfall model showed no
detectable nitrate concentrations at the monitoring wells. The drought model showed
nitrate levels of 5-7 ppm at the monitoring wells for the 3000 gpd and 5000 gpd flow
rates respectively. The calculated nitrate level for a flow rate of 6000 gpd was around 8
ppm. Installing an enhanced nitrogen removal system that would increase the removal to
around 70% removal would lower the drought model concentration to 5 ppm for 6000
gpd flow rate. The enhanced removal option was selected to improve nitrogen removal
and keep the nitrate levels well below the 10 ppm limit at the property boundary.
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The proposed Abbey expansion will include a new central dining room, complete with a
commercial kitchen. The proposed treatment system upgrade will include the installation
of a 2,500-gallon grease interceptor for kitchen wastewater.
The proposed wastewater treatment system improvements involve the addition of two
new tanks and three new textile media filters to the system, as well as a retrofit
conversion of the existing tank and removal of the existing textile media filters. Based on
the tank manufacturer’s design recommendations, the treatment system will provide a
total system capacity of four times the estimated peak flow, distributed among the three
tanks. Considering the proposed peak flow of 9,000 GPD, a minimum combined tank
capacity of 36,000 gallons will be required. A site plan showing the proposed treatment
process is shown in Figure 3 of Appendix B. Refer to Appendix G for the agreement with
Orenco Systems, Inc. and additional manufacturer information, including typical
performance of the proposed system. Orenco does not guarantee the performance of the
equipment since they do not operate the equipment but has published documentation of
existing plant performance that their equipment can meet effluent discharge limitations if
the equipment is operated in accordance with their guidelines and procedures.
The first tank in the proposed treatment process will be a new 22,000 gallon septic tank
for solids and scum separation and anaerobic digestion of solid matter. The septic tank
removes approximately 50% of the total nitrogen. The septic tank discharges into a
proposed 10,000 gallon anoxic tank. The anoxic tank, in conjunction with the textile
media filters, is intended to additionally reduce the nitrogen content of the sanitary
effluent another 20% to a total removal of around 70%. The anoxic tank is placed after
the septic tank to ensure a lack of dissolved air in the influent, resulting in the anoxic
microbes obtaining oxygen from nitrate and creating additional denitrification through
the decomposition of nitrate into oxygen and nitrogen gas.
This tank is sized to
accommodate, at minimum, a retention time of 1 peak day, or 9,000 gallons.
The
proposed
system
incorporates
the
existing
7,000-gallon
combination
septic/recirculation tank to serve as the third tank in the treatment process for
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recirculation through the textile media filters. The baffle in the existing tank will need to
be removed, and two new recirculation pumps will be installed in this tank. After
filtration, the filtered effluent will be split and a portion will return to the recirculation
tank and the rest will be cycled back through the anoxic tank for additional
denitrification. When full, the recirculation valve on the tank will close and the portion
of the filtered effluent that would return to the recirculation tank will bypass on to the
effluent pump station, near the infiltrator galleries. The existing pump in the 500-gallon
tank will remain and the treated effluent will be discharged into groundwater via the
existing infiltrator gallery, in addition to a new, slightly larger infiltrator gallery. This
new infiltration leach field (3,317 square feet) is to be used in conjunction with the
existing field (1,922 square feet). To maintain equivalent effluent dispersion, the new
infiltration gallery will be installed next to the existing gallery to more than double the
area of the leach field, resulting in a total combined leach field area of 5,239 square feet.
Groundwater will be monitored downgradient of the leach field to ensure compliance
with Preliminary Effluent Limitation (PEL) parameters. The existing treatment system
does not require groundwater monitoring, but the facility expansion will require
monitoring in accordance with the PEL letter in Appendix A.
This proposed system is very similar in process design to an approved treatment plant in
Trinidad Colorado at Pioneer Natural Resources. The plant operates at a capacity of 9800
gpd and was approved by the Colorado Department of Public Health and Environment.
The plant is operated by Ramey Environmental (Wayne Ramey) and Mr. Ramey can
address any questions about the operation of the plant and its performance.
The proposed treatment system improvements include three new AdvanTex AX100
textile media filter assemblies for denitrification. To achieve the recommended filterloading rate of 25 GPD per square foot, a minimum of 206 square feet of textile fiber is
required, and the three AX100 filters would provide a total of 300 square feet. The
oversized area is intended to allow for a conservatively light loading rate for the filters.
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The existing wastewater treatment system is operated by three separate control panels.
These include one panel for the AdvanTex system, one for the effluent discharge system,
and one for the drain field dosing system. The proposed system upgrades include the
utilization of a single control panel for the entire system with a dedicated phone line for
alarms and monitoring by the facility operator and the equipment manufacturer.
Additionally, because the Abbey experiences frequent intermittent power outages due to
its remote location, a propane-powered emergency generator for the treatment system
will be installed to ensure continuous operation of the system in the event of a power
outage.
A process flow diagram showing the proposed treatment process is presented as Figure 4
in Appendix B.
I.c. Implementation
Project permitting is expected to last from August 2009 until February 2010.
Construction is expected to begin in March 2010, with completion of new structures and
the expanded wastewater treatment facility by June 2010.
I.d. Summary of Utility Plan Structure
This report is prepared in accordance with the North Front Range Water Quality Planning
Association (NFRWQPA) Utility Plan Guidance document originally approved June 22,
2000, and amended on June 28, 2007. More specifically, this report adheres as closely as
possible to the suggested outline and checklist named “Utility Plan Format Checklist”
provided in Section VI of said Guidance document. Sections determined to be “not
applicable” for the Abbey’s system are noted as such, and accompanied by a brief
description of reasons for their exclusion.
As recommended by NFRWQPA, Chapter 2 of this report contains information
pertaining to General Planning of the proposed wastewater treatment system upgrades.
Chapter 3 consists of Wastewater Characterization, which includes sections describing
wastewater flow projections and the proposed treatment works. Chapter 4 discusses
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characteristics of the receiving water bodies and issues pertaining to affected waters.
Chapter 5 discusses alternatives of treatment, followed by a description of Management
and Financial plans in Chapter 6. The report concludes with a list of references in
Chapter 7 and relevant Technical Support Appendices in Chapter 8.
II. GENERAL PLANNING
As previously discussed, the Abbey of St. Walburga’s sanitary sewer is currently served
by an on-site wastewater treatment facility designed to treat approximately 3,000 gpd of
wastewater influent. The proposed expansion of the Abbey includes an enlarged dining
facility and commercial kitchen, which is expected to increase wastewater production to
an estimated 6,000 gpd. The proposed upgrades to the wastewater treatment system are
designed to process the increased flow resulting from the expansion.
II.a. Feasibility of Consolidation of Facilities Reg. 22 @ 22.8 (1) (b)
Rural mountain locations such as that of the Abbey of St. Walburga often prove difficult
to consolidate with existing wastewater treatment facilities. Cost is the primary reason
for limitation of consolidation efforts. Factors affecting cost of consolidation include
large separation distance between communities, extreme elevation differences and
difficult subsurface conditions such as bedrock, all of which cause conveyance pipe
installation issues. In the case of the Abbey, we have determined that the remote location
makes consolidation efforts imprudent.
II.b. Wastewater Reuse
No reuse is planned for wastewater effluent treated at the Abbey.
II.c. Environmental Components
Because the wastewater effluent will be discharged to groundwater, there will be no
impact on plant or animal species in the area.
II.d. Environmental (NEPA) Information
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According to the NFRWQPA Guidance document, NEPA requirements apply only if a
wastewater provider intends to apply for a state-revolving loan.
The proposed
improvements to the Abbey of St. Walburga wastewater treatment system will be entirely
privately funded, making preparation of an Environmental Assessment or Environmental
Impact Statement unnecessary.
III. WASTEWATER CHARACTERIZATION
The proposed expansion of the Abbey will result in daily flows of approximately 6,000
gpd. This chapter describes wastewater characteristics, and contains a discussion of the
proposed expansion to the treatment works designed to process the increased flow.
III.a. Service Area Designations
The proposed wastewater treatment works expansion will serve only the Abbey.
III.b. Population Datasets and Forecasts
Approximately 30 sisters are full-time, permanent residents at the Abbey. Additionally,
there are accommodations for 14 overnight guests and 30 day guests that will also use the
kitchen and bath facilities. Overnight guests were divided into two categories: those that
will utilize bath accommodations (6) and those that will use a common bathroom (8).
Furthermore, flow calculations include an estimated use for guest laundry
accommodations (10). Occasional special events were also taken into consideration,
assuming 150 people in attendance. The resulting total maximum daily population is 264
persons. This conservative estimate allows the septic system to accommodate special
events and functions, though the actual number of persons present would routinely be
much lower.
III.c. Wastewater Flow Projections
Wastewater flow projections were calculated using per capita daily flow data provided by
“Table 1” of the Larimer County Department of Health and Environment Individual
Sewage Disposal System Regulations. Results of the flow calculations can be seen in
Table 3.1.
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Table III.1 – Wastewater Flow Calculations
USE
NO. OF
PERSONS
Permanent Residents
Overnight guests w/ Bath
Overnight guests w/o Bath
Day Guests
Kitchen (Day Guests)
Special Events
Work Sinks (Laundry)
Total=
1
30
6
8
30
30
150
10
264
PER CAPITA
DAILY FLOW
(GPD)
75
75
50
15
50
5
20
290
TOTAL DAILY
DESIGN
FLOW
(GPD)
2250
450
400
450
1500
750
200
6,000
FLOW
(GPD)
3375
675
600
675
2250
1125
300
9,000
1
Based on Larimer County Dept of Health and Environment Individual Sewage Disposal System Regulations Table 1
As illustrated in the table, the system was designed for peak flows of 150% of the
average daily flow, resulting in a design capacity of 9,000 gpd.
III.c.i.
Infiltration and Inflow Analysis
No infiltration and inflow analysis is necessary for the wastewater treatment expansion,
due to the fact that the system is completely enclosed and its relatively small size.
III.c.ii. Character of Influent
Wastewater collected for treatment at the Abbey of St. Walburga will be consistent with
typical residential domestic sewage. However, because of the proposed expansion to the
Abbey, including a large commercial kitchen, the wastewater will have elevated levels of
nitrogen.
In addition to nitrogen, the wastewater will contain a significant amount of BOD5. Table
3.2 illustrates estimated levels of BOD5 based on the population estimates discussed
earlier in this report. Again, calculations in the table are based on Larimer County
Department of Health and Environment Individual Sewage Disposal System Regulations
Table 1.
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Table III.2 – Total System BOD5
USE
Permanent Residents
Overnight guests w/ Bath
Overnight guests w/o Bath
Day Guests
Kitchen (Day Guests)
Special Events
Work Sinks (Laundry)
Total=
NO. OF
PER CAPITA
PERSONS
DAILY BOD 5
30
6
8
30
30
150
10
264
0.15
0.15
0.15
0.12
0.06
0.06
0.037
0.727
1
TOTAL DAILY
DESIGN
DAILY BOD 5
BOD 5
4.5
0.9
1.2
3.6
1.8
9
0.37
21.37
6.75
1.35
1.8
5.4
2.7
13.5
0.56
32.06
1
Based on Larimer County Dept of Health and Environment Individual Sewage Disposal System Regulations Table 1
Colorado Analytical Laboratories, Inc. conducted tests of wastewater influent at the
Abbey in October 2008. They measured nitrogen levels ranging from approximately 58
mg/L to 63 mg/L of ammonia nitrogen and 61 mg/L to 72 mg/L of total Kjeldahl
nitrogen. The results of these tests are included in Appendix D of this report.
JR Engineering compiled a “Nitrate Model Analysis Report: Abbey of St. Walburga,”
dated March 5, 2009. The report analysis concludes that current and future wastewater
discharges would likely result in a nitrate concentration well below the 10 mg/L
discharge permit limit without the proposed improvements to the wastewater treatment
system. However, the planned expansion of the Abbey, which will result in increased
nitrate loading, coupled with the possibility of drought, not uncommon in this area of
Colorado, may result in nitrate levels that exceed the maximum allowed by the discharge
permit.
Consequently, the proposed wastewater treatment system expansion has been
designed for 70% nitrogen removal, an increase of 20% over the 50% removal achievable
by the current system.
According to the report, at 70% removal, the wastewater
discharge would have a nitrate level at the property line of 3.3 mg/L with a discharge of
5,000 gpd.
Subsequent calculations estimate the average daily discharge to be
approximately 6,000 gpd. Though this likely would increase the nitrate level in the
discharge to some degree, we do not feel that the increase will be significant enough for
concern, as the modeled level of 3.3 mg/L includes a safety factor of 3 considering the
permitted level of 10 mg/L. The Nitrate Model Analysis Report is included, in its
entirety, in Appendix D.
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III.c.iii. Industrial Pretreatment Program
The Abbey is not required to pretreat its wastewater, as it will not be discharged to a
municipal sewer system. Also, the treatment works will not process over five million
gallons per day, nor will it receive discharges from industrial sources.
For the
aforementioned reasons, no industrial pre-treatment is required.
III.d.
III.d.i.
Treatment Works
Process System
The proposed expansion is comprised of a Commercial AdvanTex treatment system.
Generally, these systems are configured such that a combination of septic tank effluent
and filtered effluent is blended and then applied to filter media in small, frequent doses.
System components of the proposed wastewater treatment system, including expansion,
for the Abbey of St. Walburga include the following:
2,500-gallon Grease interceptor
22,000-gallon primary septic tank
10,000-gallon anoxic blend tank
7,000-gallon recirculation / blend tank (existing)
Duplex pump system (existing)
AX100 AdvanTex filter assemblies
Control panel upgrade
Infiltration Galleries (One existing and one proposed)
A process flow diagram showing the proposed treatment process is presented as Figure 4
in Appendix B.
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Pre-treatment
Because the Abbey’s kitchen will be considered commercial grade, they will be required
to install a grease interceptor on the dishwashing discharge. The food preparation sinks
will not have garbage disposals and will bypass the grease interceptor. Organic solid
waste from the food preparation area will be collected and placed in on-site composting
bins for agricultural use.
Primary Treatment
Primary treatment will be achieved by the 22,000-gallon septic tank, located first in the
designed tank configuration. In this tank, raw wastewater will separate into three layers.
Heavy solids will settle to the bottom of the tank, forming the sludge layer. Lighter
materials float to the surface of the liquid, accumulating to form the scum layer. The
formation of both the upper scum layer and the lower sludge layer result in relatively
clear layer in the middle portion of the tank. It is this layer that subsequently makes its
way to the anoxic tank for denitrification.
A typical primary septic tank profile is
illustrated in the Figure 3.1 below.
Figure III.1 Typical primary septic tank profile
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Both the scum and the sludge are digested through processes known as facultative and
anaerobic digestion. These processes convert organic matter to gases through a two-step
process. First, facultative microbes convert complex organic material to soluble volatile
organic acids. Anaerobic microbes then ferment the volatile organic acids to gases,
including methane and carbon dioxide.
Secondary Treatment (Denitrification)
As previously mentioned, effluent from the clear layer of the septic tank will travel to the
10,000-gallon anoxic tank where it will undergo a secondary treatment process known as
denitrification. In this process, nitrate is reduced to through anoxic bacterial action to
nitrogen gas, which is then emitted into the atmosphere. Initially, nitrate (NO3-) is
reduced to nitrite (NO2-), which is further reduced to nitrogen gas (N2) by heterotrophic
bacteria.
The final stages of wastewater treatment involve filtration and discharge. Additional
nitrogen is removed through both of these processes.
Furthermore, in an effort to
increase denitrification efficiency, a portion of treated effluent is recirculated through the
system. It is this recirculation process that ultimately achieves targeted nitrogen levels in
the effluent.
III.d.ii. Infrastructure Sizing and Staging
As discussed earlier, the Abbey’s wastewater treatment system was sized based on a
projected average daily flow of approximately 6,000 gpd, with the ability to handle peak
flows of 9,000 gpd. The septic tank and absorption bed were designed according to these
flow parameters and criteria listed in Section V of the Laramie County Department of
Health and Environment Individual Sewage Disposal System Regulations, resulting in
the calculations shown in Table 3.3.
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Table III.3 – Septic System Design
DESCRIPTION
REQUIRED
DESIGN DAILY FLOW (GPD)
9,000
MIN. SEPTIC TANK SIZE (GAL)
11,250
TOTAL ABSORPTION BED AREA (SQ. FT.)
EXISTING ABSORPTION BED AREA (SQ. FT.)
# OF EXISTING INFILTRATOR CHAMBERS
REQUIRED PROPOSED ABSORPTION BED
AREA (SQ. FT.)
5,229
1,922
124
# OF PROPOSED INFILTRATOR CHAMBERS
NOTE
150 % OF DAILY FLOW
30 HOURS AT 150% OF
ESITMATED DAILY AVERAGE
FLOW NOT LESS THAN 1000 GAL.
A=0.6X(Q X (t)^0.5 X 1.25)/5,
PERCOLATION RATE IS 15
MIN/INCH REDUCED 40% FOR
INFILTRATOR CHAMBERS
15.5 SQ. FT. ALLOWED PER CHAMBER
3,307
338
9.8 SQ. FT. ALLOWED PER CHAMBER
III.d.iii. Location and Siting
The majority of the existing wastewater treatment system and proposed expansion
components are located immediately south of the Abbey building, while the infiltration
basins are located an additional 200 feet to the south.
III.d.iv. Biosolids Handling
The wastewater treatment system will produce sludge, also known as biosolids, which
will require periodic removal.
The Abbey will be responsible to retain a properly
licensed contractor for pumping and routine maintenance of the system, including
biosolids handling.
The Abbey has contracted with Alberts Water and Wastewater
Services, Inc., a qualified operator, to be the certified system operator. As the operator,
Alberts will ensure that biosolids will be trucked off-site as necessary.
III.d.v. Schematic of Treatment Works
A schematic of the proposed treatment works is located in Appendix B of this report.
III.d.vi. Odor Control Considerations
The system will produce limited odor emissions, as the ventilation is located only at the
effluent end of the treatment process, after the raw sewage has been sufficiently treated
and the gases have passed through charcoal filters.
Also, the system is buried,
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minimizing the amount of odors released into open air during the treatment process itself.
Furthermore, the system is of notably small scale, treating only 6,000 gpd.
III.e.
Air Quality Permit
Colorado Department of Public Health and Environment (CDPHE) may require
wastewater treatment facilities with a design capacity of at least 10 MGD to obtain an air
quality permit. Because of the small size of the Abbey’s proposed treatment works it is
not anticipated that any significant change in the air quality emitted from this area will
occur. Consequently, the Abbey will not be required to obtain an air quality permit.
III.f.
Stormwater Management Plan
The area of disturbance will be considerably less than 1 acre, precluding the need for a
stormwater management plan.
III.g.
Site Characterization Report
The site of the treatment works improvement is not within a floodplain. A FEMA
floodplain map of the area is shown in Appendix E.
Geotechnical information is
included in Appendix F.
III.h.
Collection System
Additions to the Abbey’s wastewater collection system include approximately 150 feet of
6” PVC pipe and 360 feet of 4” PVC pipe, which will transport raw wastewater from
building additions while connecting the existing system to the proposed system
expansion. Also, 54 feet of 6” PVC will be removed from the existing system.
III.h.i.
Major Lift Stations
The system has no major lift stations.
III.h.ii. Interceptors
The system has no interceptor sewers.
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Maps
A map titled “Figure 1: Abbey Location Map”, is included in Appendix B of this report.
III.i.i.
Treatment Plant Site Envelope
The proposed site plan for the expanded wastewater treatment system is included as
Figure 3 in Appendix B.
III.i.ii.
Service Areas
Service area for the system expansion consists of only the Abbey compound. The area is
illustrated on the Location Map included in Appendix B of this report.
III.i.iii. Collection System
The collection system is illustrated on the Utility Map, also included in Appendix B,
labeled Figure 2: Existing and Proposed Treatment System.
IV. WATER QUALITY CHARACTERIZATION
IV.a. Water Quality of Receiving Water
The receiving water is an alluvial groundwater basin adjacent to Dale Creek, which is
tributary to the Cache la Poudre River. The treated effluent will be released into the
shallow infiltration galleries for discharge into the aquifer, and preliminary effluent limits
for the treated domestic effluent are governed by CDPHE.
IV.b. TMDLs and/or Wasteload Allocations
There are no wasteload allocations (WLA) or total maximum daily load (TMDL)
limitations associated with the discharge.
18
Utility Plan
3/18/2010
IV.c. Watershed Issues
The Abbey’s wastewater treatment system will discharge to groundwater, and
downgradient groundwater monitoring will be performed.
IV.d. Preliminary Effluent Limitations (PELs)
A PEL request was submitted to the CDPHE on August 24, 2009. The PELs were
received from the CDPHE on October 21, 2009, and are included in Appendix A with a
clarification email message regarding the total coliform compliance point. A summary of
the PELs is provided in Table IV.1 below.
The proposed point of compliance is
“Compliance Point 001A” (WWTP effluent discharged to infiltration galleries) for the
upper five parameters listed in the table, and at the downgradient monitoring wells for the
lower five parameters, including total coliform.
19
Utility Plan
3/18/2010
IV.e. Maps
A Location Map, showing the proposed groundwater discharge location and groundwater
monitoring wells is included as Figure 1 in Appendix B.
IV.e.i.
Watershed and Receiving Waters
The receiving water is an alluvial groundwater basin adjacent to Dale Creek, which is
located in the Cache la Poudre River watershed.
IV.e.ii. Impaired Waters
No waters impacted by wastewater effluent are classified as impaired.
V. ALTERNATIVE ANALYSIS
V.a.
Treatment Works
There are no existing wastewater treatment facilities in the vicinity; therefore all
expansion options considered were for on-site wastewater treatment.
Alternatives
available include wetland treatment systems, full treatment plant systems, and septic
systems.
Since the existing system has been approved and exceeds groundwater
discharge standards, expansion of the existing septic system was determined to be the
most feasible and economical.
Replacement of the existing system with another
conventional system would be too costly, so bids were collected from companies with
similar technologies for septic treatment with added filtration and nitrate treatment.
V.b.
Level of Treatment
It was determined that the proposed expansion will meet or exceed all effluent standards.
JR Engineering evaluated the ease of operation and requirements for implementation with
the existing sanitary sewer system. The proposed system expansion must be able to meet
effluent criteria during average and peak flows. The system was sized to adequately treat
peak flows.
20
V.c.
Utility Plan
3/18/2010
Public Participation in Selection Process
The Abbey’s system is privately owned, thereby eliminating the need for public
participation.
VI. MANAGEMENT AND FINANCIAL PLANS
VI.a. Management Structure and Agreements
The Abbey is sole owner and user of the system. The owner will continue to fund all
construction and maintenance of the facility. See Appendix H for a letter detailing the $2
million pledge designated for improvements at the Abbey.
VI.b. Wastewater Management Plan
The Abbey has engaged a licensed operator and contractor, Alberts Water and
Wastewater Services, for operation and maintenance of the system. The Abbey will be
responsible for any capital, replacement, operation and maintenance costs. Anticipated
costs for the 20-year planning period are summarized in Table 6.1.
Table VI.1 – Capital, Replacement, Operation and Maintenance Costs
EXPENDITURE DESCRIPTION
COST ($/YR)
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
2021
2022
2023
2024
2025
2026
2027
2028
2029
1
Capital Expenditure - System Upgrade1
$256,800
Operation & Maintenance2
$5,926
$6,104
$6,287
$6,475
$6,670
$6,870
$7,076
$7,288
$7,507
$7,732
$7,964
$8,203
$8,449
$8,702
$8,963
$9,232
$9,509
$9,795
$10,088
$10,391
Based on maximum upgrade quote from SCG Enterprises, Inc.
2
Based on 2009 O&M costs, assuming 3% annual increase
3
Replacement Parts based on Orenco AX System Life Cycle Estimate
Replacement Parts3
$200
$800
$1,000
$2,000
Totals
$262,726
$6,104
$6,287
$6,475
$6,870
$6,870
$7,076
$7,288
$7,507
$7,732
$8,764
$8,203
$8,449
$8,702
$8,963
$10,232
$9,509
$9,795
$10,088
$12,391
$420,030
21
Utility Plan
3/18/2010
VI.c. Financial Management Plan
The Abbey, as sole owner and user of the facility, will be responsible for financing the
project. Table 6.2 shows planned revenue for the 20-year planning period. See Appendix
H for the 2008 financial statement that recurring revenue was based on. The projected
revenues are higher than the financial statement for the previous four years from 2005 to
2008. This is due to the proposed expansion of the facility will allow for more retreats,
seminars, and services at the Abbey which will generate more revenue.
Table VI.2 – Planned Revenue for 20-Year Planning Period
REVENUE DESCRIPTION
COST ($/YR)
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
2021
2022
2023
2024
2025
2026
2027
2028
2029
1
2
Recurring Revenue
$539,669
$555,859
$572,535
$589,711
$607,402
$625,625
$644,393
$663,725
$683,637
$704,146
$725,270
$747,028
$769,439
$792,522
$816,298
$840,787
$866,011
$891,991
$918,751
$946,313
1
Non-Recurring Revenue
$2,000,000
Based on 2008 recurring revenue of $508,690, assuming 3% annual increase
$2 million donation from Saeman Family Foundation for improvements in 2010
2
Totals
$2,539,669
$555,859
$572,535
$589,711
$607,402
$625,625
$644,393
$663,725
$683,637
$704,146
$725,270
$747,028
$769,439
$792,522
$816,298
$840,787
$866,011
$891,991
$918,751
$946,313
$16,501,114
VI.d. Revolving Loan Interest
The system is privately funded, and will not require a state loan.
VI.d.i.
User Charge Summary
Only the Abbey will use the facility.
22
Utility Plan
3/18/2010
VII. REFERENCES
“AdvanTex Design Criteria for Commercial and Multi-Family Applications.” Orenco
Systems, Incorporated. Revision 1. May 2003.
“Individual Sewage Disposal System Regulations.” Larimer County Department of
Health and Environment. January 26, 2004.
“Nitrate Model Analysis Report.” JR Engineering, LLC. March 5, 2009.
“North Front Range Water Quality Planning Association Utility Plan Guidance.” North
Front Range Water Quality Planning Association. June 28, 2007.
“North Front Range Water Quality Planning Association Utility Plan Policy.” North
Front Range Water Quality Planning Association. December 11, 2008.
23
Utility Plan
3/18/2010
VIII. TECHNICAL SUPPORT APPENDICES
24
Appendix A
PEL’s for the Proposed Abbey of St. Walburga WWTF
Page 1 of 1
Agee, John
From:
Agee, John
Sent:
Thursday, January 14, 2010 2:01 PM
To:
'[email protected]'
Subject: Clarification of PEL Table for Proposed Abbey of St. Walburga WWTF
Eric:
I would like to confirm that the total coliform criteria highlighted in Table 1 below goes with the "Limits Applied at
Downgradient Monitoring Wells/Lysimeters MW050B and MW050C or at Compliance Point 001A." Is it correct
that the applicant may choose between meeting this criteria either prior to ground water discharge or
downgradient of ground water discharge with appropriate monitoring wells?
Thanks for your clarification!
John M. Agee, EI
Project Engineer | Water Resources | J R ENGINEERING
7200 South Alton Way, Suite C100 | Centennial, CO 80112
Direct: (303) 267-6173 | Office: (303) 740-9393 | Fax: (303) 721-9019
www.JREngineering.com
1/23/2010
Agee, John
From:
Sent:
To:
Subject:
Eric Oppelt [[email protected]]
Tuesday, January 19, 2010 9:05 AM
Agee, John
Re: Clarification of PEL Table for Proposed Abbey of St.Walburga WWTF
Hi John,
Yes it is correct. The discharger may choose between monitoring at a point prior to GW
discharge or at the appropriate GW monitoring well location. Contact me if you have
further questions.
Talk with you later,
Eric
Eric T. Oppelt, P.E.
CDPH&E, WQCD
Permits Section
(303) 692-3608
>>> "Agee, John" <[email protected]> 01/14/10 2:00 PM >>>
Eric:
I would like to confirm that the total coliform criteria highlighted in Table 1 below goes
with the "Limits Applied at Downgradient Monitoring Wells/Lysimeters MW050B and MW050C or
at Compliance Point 001A." Is it correct that the applicant may choose between meeting
this criteria either prior to ground water discharge or downgradient of ground water
discharge with appropriate monitoring wells?
Thanks for your clarification!
John M. Agee, EI
Project Engineer | Water Resources | J?R ENGINEERING
7200 South Alton Way, Suite C100 | Centennial, CO 80112
Direct: (303) 267-6173 | Office: (303) 740-9393 | Fax: (303) 721-9019
<http://www.jrengineering.com/> www.JREngineering.com
1
Appendix B
Location and Layout Maps
HW
Y
287
Da
le
Cr
ee
k
US
Facility
Location
Discharge Location
(Compliance Point 001A)
H MW050B
!
H MW050C
!
Legend
Existing Ditch
Existing Road
Proposed Road
Proposed Structure
Existing Structure
H
!
Monitoring Well
Figure 1: Abbey Location Map
Job No: 13754.02
Ü
Client: The Abbey of St Walburga
0
500
1,000
2,000
Feet
7200 South Alton Way, Suite C100
Centennial, CO 80112
(303) 740-9393
Fax: (303) 721-9019
www.jrengineering.com
Drafted By: JMA
Sheet 1 of 1
X:\1370000.all\1375402\Drawings\Presentations\Site Application\Existing and Proposed Treatment Exhibit.dwg, 100Sc, 3/18/2010 1:14:41 PM, AgeeJ
A Westrian Company
Appendix C
Discharge Permit
Appendix D
Wastewater Influent Data
And Nitrate Modeling
Appendix E
Site Characterization
Project Site
Appendix F
Subsurface Exploration Report
Appendix G
Manufacturer Information
Innovative Onsite Wastewater Products and Services
P.O. Box 1411, Conifer, CO 80433
Office: (303) 697-9404 Fax: (303) 697-9434
www.scgenterprises.com
Alternative
Wastewater
Systems
Product
Distribution
June 23, 2009
Giles N. Free III, P.E.
Lead Project Engineer
Water Resources
JR Engineering LLC
12195 Mariposa St., Suite 100
Westminster, CO 80234
Subject:
Product
Support
Proposed Wastewater Treatment System
Virginiadale, CO
Giles,
SCG Enterprises, Inc. is pleased to provide recommendations for the use of an
AdvanTex® Wastewater Treatment System for the subject project.
Installation
Assistance
Onsite
Management
Services
Maintenance
Contracts
Effluent
Sampling
Introduction
SCG Enterprises, Inc. provides wastewater treatment products and services
throughout Colorado, New Mexico, and southern Wyoming. We specialize in smaller
(less than 100,000 GPD), innovative and alternative onsite wastewater systems. We
approach each project individually to match appropriate products and technologies to
project-specific goals. Our strategy starts with defining design criteria, such as flow
rates; water use practices; and wastewater characteristics. We then consider
performance criteria, such as treatment efficiencies and discharge limits. We work with
engineers, regulators, installers, and operators to develop a treatment process that
matches design criteria.
A primary component in most of our projects is the AdvanTex® Wastewater Treatment
System. The AdvanTex system is a recirculating packed-bed filter, which uses textile
media in pre-fabricated fiberglass units. For small to medium flows, the AdvanTex
system is often chosen over other treatment technologies for the following reasons:
x AdvanTex provides consistently reliable treatment, even with inconsistent and
variable incoming flows. The treatment process is stable, reliable, low-cost, and
low-maintenance.
Proposed Wastewater System
Page 2
x AdvanTex does not rely on an activated sludge process, making the system easier
to operate, with less operator attention than other technologies.
x AX100 filters are factory-built, providing a higher quality construction over sand
filters, and the textile media is much more efficient than sand, requiring a smaller
footprint. Unlike other packed-bed filters, AdvanTex filter media is accessible and
serviceable.
x No buildings are needed to house the system. With most of the components below
grade, the system maintains a very low profile.
x Less land area, odors, and aesthetic concerns that are often associated with
lagoons.
x Low horsepower pumps with intermittent dosing are used as opposed to high
horsepower blowers that run for several hours per day. This leads to lower ongoing
energy and component replacement costs.
Typical Commercial AdvanTex Treatment System Layout
The following recommendations are based on our experience; the information you have
provided; and design criteria developed by applicable product manufacturers.
Background
The wastewater system is to serve The Abbey of St. Walburga. This is community of
Benedictine nuns with accommodations for guests. The existing facility includes an
AdvanTex Treatment system installed in 1999. The existing system receives approximately
3000 gallons per day (GPD).
An expansion to the Abbey is proposed, with a new wastewater treatment design flow of
approximately 5150 GPD average.
Page 3
We have been provided one set of test results as follows:
Parameter
TKN (mg/l)
Ammonia (mg/l)
Nitrate (mg/l)
BOD (mg/l)
Influent
70
35
0.85
438
Effluent
6
3
33
17
A revision to the existing ground water discharge permit is proposed. The new system
(upgrade) is to remove approximately 70% total nitrogen.
Based on this background information, we propose the following:
Proposed Treatment System
Grease Interceptor – A new, central dining area with a commercial kitchen is proposed.
We recommend the installation of a 5000 gallon grease interceptor for the kitchen
wastewater.
Septic Tanks – Orenco recommends a minimum septic tank capacity of three times the
estimated flow based on peak flows. With an average daily flow of 5,150 GPD, and using a
1.5 peaking factor, a total septic tank capacity of 23,175 gallons will be needed.
Large capacity fiberglass
septic tanks manufactured
by Xerxes.
Page 4
Anoxic Tank – For denitrification, we recommend incorporating an anoxic tank into the
system. A portion of the treated effluent will be cycled back to the anoxic tank for
denitrification. The anoxic tank should be sized at about 1-day retention. This tank capacity
can be part of the total septic tank capacity.
Typical schematic illustrating the use of an anoxic (blend) tank.
Proposed Tank Configuration – A 7,000 gallon combination septic/recirculation tank
currently exists. We recommend installing a nominally sized 20,000 gallon septic tank
ahead of the existing tank, and then using the existing 7,000 gallon tank as an anoxic tank
for the new system. A 4-inch PVC outlet pipe tee will need to be installed in the existing
tank.
Recirculation Tank – A recirculation tank is sized at approximately 80% of the peak flow.
We recommend the installation of a 7,000-gallon recirculation tank. A duplex pump
system, with associated controls, will be needed to circulate the septic tank effluent
through the textile filter assemblies.
AdvanTex Filter Assemblies – For this application, we recommend a filter loading rate of
25 GPD per square foot based on the average daily flow of 5150 GPD. We will need at
least 206 square feet of textile filter. We recommend using three AX100 textile filter
assemblies for an area of 300 square feet. This will provide a conservatively light loading
rate to ensure as much nitrification as possible.
Page 5
AdvanTex filter assemblies before and after burial.
Discharge Dosing System –An effluent pumping system will be needed to dose the
subsurface dispersal system. The upgraded system will dose to an existing drain field, and
to an additional drain field. The existing 500 gallon dosing tank, and pump system, should
be adequate for the new system.
Control Panel Upgrade – The existing system uses three separate control panels. One
for the AdvanTex system, one for the effluent discharge system, and one for the drain field
dosing system. The upgraded system will utilize a single control panel for the entire
system.
Nitrogen Discussion – We believe the recommendations contained in this proposal will
provide a system capable of meeting the prescribed nitrogen limits. However, by providing
these recommendations, we are not guaranteeing the proposed system will meet the
limits. There are too many uncontrollable variables. These variables include the following:
1. Influent total nitrogen concentration –Nitrogen concentrations in wastewater tend to
be highly variable, especially in smaller systems. In domestic wastewater, nitrogen
concentrations are typically diluted with “greywater” sources such as laundry and
showers. Nitrogen concentrations in typical residential wastewater will vary daily
from 30 mg/l to 120 mg/l. For a commercial development, dilution sources are often
limited, and nitrogen concentrations can range from 30 mg/l to 200 mg/l. The
recommendations in this proposal are to reduce the influent total nitrogen
concentration by approximately 70%, and then to less than 10 mg/l in the
down gradient monitoring wells. Nitrogen reduction at the source, and greywater
contributors, should be encouraged.
2. As explained in the attached Process Description, a primary limiting condition for
nitrification will be the availability of alkalinity. Theoretically, it takes 7.14 mg/l
alkalinity to remove 1.0 mg/l ammonia. If the influent wastewater is alkalinity-limited,
then alkalinity may need to be added to the treatment process. A denitrification step
Page 6
has been added to the treatment process. Theoretically, we can regain 3.57 mg/l
alkalinity per 1.0 mg/l nitrate converted to nitrogen gas.
3. Temperature has a significant effect on nitrification. Nitrification rate decreases with
decreasing temperature. Although not anticipated, an addition of a heat source to
the system may be required during the winter.
4. The system will need to be maintained by an operator knowledgeable with the
system’s operation, the treatment process, and factors affecting the nitrification and
denitrification processes.
Scope of Supply – SCG Enterprises, Inc. is primarily a product supply company.
However, we also provide the following “value-added” services.
Design - SCG Enterprises provides design assistance to engineers by providing
recommendations on appropriate products and technologies, and by providing
manufacturer CAD drawings and some project specific CAD details as needed. However,
we will not be the “engineer of record” for the project.
Installation – Prior to installation, SCG provides technical assistance and installation
manuals to the installer. We typically perform a pre-construction visit with the installer and
engineer. We also perform one or two construction visits as needed for technical
assistance to the installer. We do not perform any excavation or laborer services. If an
installer is needed, we can provide recommendations, and/or training as needed.
Maintenance – SCG Enterprises always participates in system start-up to insure all
components are operating properly and as designed. We provide operation and
maintenance manuals, and operator training as needed. We also perform a follow-up site
visit 3-6 months after placing the system into operation. And, we are available for
troubleshooting and technical assistance for the life of the system. If a system operator is
needed, we can provide recommendations, and/or training as needed.
The attached estimate includes a material price range for various system components.
Since there are site conditions that may affect material requirements, such as anchoring
requirements, metering requirements, control panel options and engineering preferences,
a final quotation cannot be prepared until a system design is complete. Also, the
installation and maintenance services are estimated for budgeting purposes only.
The total treatment system cost (including installation) is estimated at $166,100 $256,800.
The entire system will be controlled by a TCOM telemetry panel with a dedicated
telephone line. This greatly improves operator response time in event of a problem, and it
also allows remote access to the panel for the operator, SCG Enterprises, and/or Orenco
Systems to diagnose any problems and make adjustments.
Page 7
The AdvanTex Treatment system is to be installed by a Certified Installer, and maintained
by a Certified Service Provider. Prior to delivery of the system, the system installer and
operator will need to be identified and trained.
SCG has completed numerous similar projects of this size. Attached is a Project List with
contact names and numbers, which may be used as references. For additional information
on these projects, or about SCG, please visit our Website at www.scgenterprises.com.
Once you have had a chance to review this information, call me with questions.
Sincerely,
SCG Enterprises, Inc.
Roger J. Shafer
Copy to: Orenco Systems, Inc. – Richard Jex and Chris Helliwell
Attachments:
x AdvanTex AX100 Treatment System Brochure
x AdvanTex Design Criteria
x AdvanTex Process Description
x AX100 Data Sheet
x Typical Layout Drawing
x Commercial AdvanTex Project List
x System Cost Estimate
x O&M Cost Estimate
x AdvanTex Bibliography
Ideal for:
• Multi-family residential properties
• Cluster systems, community systems
• Subdivisions, resorts, golf course developments
• Mobile and manufactured home communities
• Parks, RV parks, rest areas
• Truck stops, restaurants, casinos
• Schools, office buildings
Orenco Systems®
Incorporated
Changing the Way the
World Does Wastewater®
800-348-9843
orenco.com
We’ve Written the Blueprint for the Decen
The Product
Orenco’s AdvanTex® Treatment Systems utilizing the commercial-sized AX100 can
make raw wastewater up to 98% cleaner, meeting stringent regulatory requirements.
It can also reduce nitrogen significantly, depending on influent and configuration. And
the AX100 offers all the benefits of Orenco’s residential-sized AdvanTex Treatment Systems:
•
•
•
•
•
Consistent, reliable treatment, even under peak flows
Compact package, small footprint, for small sites
Premanufactured package, including textile medium, for quality control
Low maintenance requirements; low life-cycle costs
Production of clear, odorless effluent that’s ideal for reuse
The Program
It takes more than a product, however, to solve onsite wastewater problems. It takes
a comprehensive program … one that ensures a successful project every
time and provides support for the life of the system. That’s what
Orenco Systems® has done.
We’ve engineered a program,
not just a product.
Orenco’s commercial
AdvanTex program includes …
• Trained and authorized Dealers, Installers, and
Service Providers
• Training and plans review for Designers
• A comprehensive project checklist for successful system design,
installation, start-up, and follow-up
• Round-the-clock system supervision via Orenco’s remote telemetry controls
• A commitment to ongoing O&M, signed by system owners
• Web-based tracking of site and performance data on Dealer extranet
• Ongoing manufacturer support through Orenco’s Engineering Department
* NOTE: Covered by U.S. patent numbers 6,540,920; 6,372,137; 5,980,748; 5,531,894; 5,492,635; 5,480,561; 5,360,556; 4,439,323
AX100 filter pods
can be installed above
ground or partially bermed,
depending upon site conditions.
ntralized Wastewater Treatment Industry
Decades of Research,
Thousands of Installations
Orenco’s patented* AdvanTex Treatment System is a recirculating filter that’s
configured like a recirculating sand filter — a packed bed filter technology that
Orenco engineers have helped to perfect since the 1970s. Like recirculating
sand filters, AdvanTex is reliable and low-maintenance. It is superior to other
packed bed filters, however, in its serviceability and longevity.
It is also superior in its treatment media. AdvanTex uses a highly efficient,
lightweight textile that has a large surface area, lots of void space, and a high
degree of water-holding capacity. Consequently, AdvanTex Treatment Systems
can provide treatment equivalent to that of sand filters at loading rates as high
as 25-50 gpd/ft2 (1000-2000 L/d/m2). That means AdvanTex can treat high
volume commercial and multi-family flows in a very compact space.
Our textile-based, multi-pass treatment technology has undergone third-party
testing and evaluation to ANSI Standards. About 10,000 residential-sized
AdvanTex filters have been installed since 2000. And about 1,000 of our new,
commercial-sized AX100 units are now in operation, including the installations
described on the back page.
Textile Media
The treatment medium is a uniform, engineered
textile, which is easily serviceable and allows
loading rates as high as 50 gpd/ft2 (2000
L/d/m2).
Spray Nozzles
Efficient distribution is accomplished via
specially-designed spray nozzles.
Laterals and Lids
Isolation valves, flushing valves, and hinged lids
with gas springs allow easy access and servicing by a single operator.
Telemetry Controls
Orenco’s telemetry-enabled control panels use
a dedicated phone line and ensure round-theclock system supervision and real-time, remote
control.
AdvanTex® AX100 Treatment Systems
Carefully Engineered
by Orenco
Oregon Riverside Community
Twelve AX100s are providing advanced secondary wastewater treatment in Hebo, Oregon,
for a small community collection system that
discharges directly into Three Rivers, after UV
disinfection. The average annual design flow
is 17,000 gpd (64,400 L/d) with a peak daily
design flow of 80,000 gpd (303,000 L/d) to
account for I&I contributions from the collection
system. Effluent BOD5 and TSS are averaging
4.4 and 4.5 mg/L, respectively.
Orenco Systems has been researching, designing, manufacturing, and selling leading-edge
products for small-scale wastewater treatment systems since
1981. The company has grown
to become an industry leader,
with about 275 employees and
with more than 100 distributors
and dealers representing most of
the United States, Canada, Australia, New Zealand, and parts of
Europe. Our systems have been
installed all over the world.
Orenco maintains an environmental lab and employs more
than a dozen civil, electrical,
mechanical, and manufacturing
engineers, as well as wastewater
treatment operators. Orenco’s
systems are based on sound
scientific principles of chemistry,
biology, mechanical structure,
and hydraulics. As a result, our
research appears in numerous
publications and our engineers
are regularly asked to give workshops and offer trainings.
Malibu, California Restaurant
Ten AX100s at the top of a Malibu bluff are treating high-strength waste from a large
(200+ seat) beachfront restaurant, 100 feet (30 m) below. This high-visibility tourist
destination requires reliable, odor-free operation. Effluent sampling indicates excellent
treatment, including nitrogen reduction. At an adjacent housing development, another
system, consisting of 20 AX100s capable of treating up to 60,000 gpd (227,000 L/d)
peak flows, is under construction.
Mobile, Alabama
Utility-Managed
Subdivisions
Orenco Systems®
Incorporated
Changing the Way the
World Does Wastewater®
814 Airway Avenue
Sutherlin, OR 97479
South Alabama Utilities (SAU)
in Mobile County, Alabama, has
become the subject of nationwide
classes, presentations, and tours
because of its ambitious and
innovative solution for serving
2,500 new customers in nearly 30
new subdivisions and commercial
Champion Hills is one of the many subdivisions in rural
properties northwest of Mobile.
How? By installing 18 miles (29 km) Mobile County served by Orenco’s effluent sewers and
treatment systems.
of interconnected Orenco Effluent
Sewers that, by full build-out, will be followed by 100 AdvanTex AX100s to treat half a
million gpd (1.9 million L/d) of effluent, at better than 10 mg/L.
www.orenco.com
Under SAU’s program, developers, builders, homeowners, and the utility all share the
cost of extending wastewater infrastructure. With nearly 200 dwelling units currently
on line and treatment for 230,000 gpd (871,000 L/d), total costs are averaging about
$8,000 per home (for infrastructure, tanks, STEP systems, and treatment) . . . roughly
half the cost of conventional sewers.
ABR-ATX-AX100-1
Rev. 1.5, © 05/06
Orenco Systems®, Inc.
To order a complete design/engineering package for Orenco’s Commercial AdvanTex Treatment
Systems, contact your local Commercial AdvanTex Dealer. To find a Commercial Dealer, go to www.
orenco.com and click on “Advanced Treatment Systems,” “AdvanTex® Treatment Systems,” and “Authorized AdvanTex Dealers.” Or call 800-348-9843 and ask for Systems Engineering.
T • 541-459-4449
800-348-9843
F • 541-459-2884
®
AdvanTex Design Criteria
For Commercial and Multi-Family Applications
System Description and Treatment Process
Commercial AdvanTex® Treatment Systems are a multiple-pass, packed bed aerobic wastewater
treatment technology specifically designed and engineered for long-term processing of domestic
strength wastewater. Figure 1 shows a standard layout for the secondary treatment system (primary
treatment and dispersal not shown).
Fig.1 Standard Commercial AdvanTex Treatment System: Top View
AdvanTex Treatment Systems are capable of processing typical commercial AdvanTex influent
wastewater (see Table 1) to better than “secondary standards.” Prior to the AdvanTex Treatment System,
primary treatment of raw sewage is accomplished through appropriately sized primary septic tanks.
After primary treatment, the effluent enters the recirc-blend tank, where it blends with the contents of
the tank. ProSTEP™ pump packages in the recirc-blend tank transport blended effluent to a distribution
manifold in the AdvanTex filter pod. Effluent percolates down through the textile media, where it is
treated by naturally-occurring microorganisms that populate the filter. After passing through the filter
media, the treated effluent flows out of the filter pod through the filtrate return line that returns the
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effluent to the recirculating valve (RSV or MM). The valve automatically splits or diverts the flow
between the recirc-blend tank and the final discharge and controls the liquid level within the tank.
During extended periods of low forward flow into the system, 100% of the treated effluent is returned to
the recirc-blend tank. The recirc-blend tank is set up so that incoming effluent from the primary septic
tanks and filtrate from the AdvanTex system pods enter opposite the pump discharge to the pods so that
mixing, blending, and dilution of the effluent occurs before being dosed onto the AdvanTex filter pods.
System Selection: Configuration
The AdvanTex Treatment System is typically configured as shown in Figure 1. Excellent results with
regard to cBOD5 and TSS should be achieved, and in addition, total nitrogen reduction will typically
exceed 60% on average, assuming sufficient alkalinity is available.
If additional nitrogen reduction is desired, a specialty mode in which a portion of the filtrate is routed to
recirculate through the primary tank may be considered. This option allows for improved denitrification
to enhance the overall nutrient removal. There are several other factors that influence the nitrogen
process, and each of these should be considered when developing a plan for achieving significant
reductions in this area.
System Requirements: Typical Commercial AdvanTex Influent Wastewater Strength
As in residential applications, commercial wastewater strengths must remain within typical influent
limits as shown in Table 1, below. Consult Orenco or an authorized Dealer for higher waste strength
applications.
Table 1. Typical Commercial AdvanTex Influent Wastewater Strength 1
Characteristic
BOD5
TSS
TKN
G&O
Average2
Weekly Peak
Rarely Exceed
mg/L
mg/L
mg/L
150
40
65
20
250
75
75
25
500
150
150
30
1
Maximum allowable wastewater strength entering the Recirc-blend Tank of an AdvanTex Treatment System is “Typical
Commercial AdvanTex Influent Wastewater Strength.”
2
Commercial systems will occasionally elevate in strength based upon changes in flow characteristics or ownership. As the
average influent strength approaches 80% of the weekly peak levels, consideration must be given to providing supplemental
pre-treatment or additional treatment units.
System Requirements: Recommended Primary Tankage
Typical Primary Tank sizing will be based on Preferred HRTs (Hydraulic Retention Times) as described
in the Primary Tank Sizing Chart* (NDA-TNK-1) provided as an Appendix to this document.
Recommendations assume that peak weekly flows are typically two times normal average daily flows.
In the primary tank(s), the raw sewage separates into three distinct zones: a scum layer, a sludge layer,
and a clear layer. Heavy solids settle to the bottom to form the sludge layer, while the lighter material
floats to the top to create the scum layer. Facultative and anaerobic digestion converts the organic
matter to volatile organic acids while strict anaerobes ferment the volatile organic acids to gases
(methane, carbon dioxide, etc.). Effluent from the clear zone is then passed through a Biotube® effluent
filter before being transported to the recirc-blend tank. See Figure 2. For the system to operate properly,
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all tanks must meet minimum structural requirements, be completely watertight, and pass a watertight
test including the riser/tank connection. For detailed specifications, see structural and watertightness
criteria in Orenco’s Material Specifications (NDA-ATX-COMM-SPECS-1).
Fig. 2
Typical Primary Tank
When the required tank size exceeds available premanufactured tank capacities, cast-in-place meander
or multiple FRP or precast tanks as shown in Figures 3a and 3b are preferred configurations. Two
separate documents, Septic Tank Sizing for Large Flows, (NTP-TNK-TRB-2) and Design and
Performance of Septic Tanks, (NTP-TNK-TRB-3), provide significant background information specific
to the primary tank design and configuration.
Fig. 3a
Cast-in-Place Primary Meander Tank
Fig. 3b
Multiple Primary FRP tanks
Recirculation-Blend Tankage
The recirculation-blend tank is sized to equal at least 80% of the peak flow (Qp). A larger tank may be
recommended based on the expected organic or peak design hydraulic loads, or to accommodate special
surge capacities or operator response capabilities.
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For nitrogen sensitive areas requiring greater than 60% nitrogen reduction, the recirc-blend tankage is
sized to equal at least 100% of the peak flow and greater primary tankage is recommended. Where
access to a primary waste source is unavailable, this may be provided as two separate tanks, typically an
80% recirc-blend, preceded by a 20% denitrification tank. Consult with Orenco’s Systems Engineering
Department for details.
Design Loading Rates
Typical loading rates are based on the AdvanTex Loading Chart for Commercial and Multi-Family
Applications, (NDA-ATX-4) provided as an Appendix to this document. Orenco’s suggested design
loading rates are based on typical per capita flow rates and average strength characteristics expected as
listed in Table 1. Performance is a function of the expected typical loads with periodic weekly peaks.
Orenco Systems, Inc.’s AX100 AdvanTex Treatment Systems packed bed media is configured in the
same manner as our ANSI/NSF Standard 40 Class I treatment units. Typically, the daily mass loading
is based on the expected daily flows and parameter strength. Figures 4a and 4b show average loading
capacity at 95% confidence level.
Fig. 4a – cBOD5
Fig. 4b - TSS
The base AdvanTex AX100 hydraulic load is 25 gpd/ft2 with a base organic loading rate of 0.04 lbpd
BOD/ft2 (AX100: 2500 gpd — 4.0 lbpd). At these loading rates “actual” design criteria targets a 5/5
effluent quality in the discharge effluent. Discharge levels may be projected at a 95% confidence level
relative to the hydraulic loading rate. Peak hydraulic loads of 5000 gpd and peak organic stress loads of
over 8 lbs per day can be handled for short periods of time with little effect on performance. Higher
loading rates may be applicable relative to higher discharge limits or sufficient operating documentation,
but would not be allowed to exceed 50 gpd/ft2 at the typical average characteristics presented in Table 1.
A thorough evaluation of all the typical wastewater characteristics will guide design limits. High oil and
grease concentrations may require pretreatment to ensure maintenance frequencies are not excessive.
If the loading rate (or mass load) needs to be reduced to meet discharge limits, it’s a simple matter of
adding additional modular units. Operationally, the module’s flexible and easily serviceable features
make AdvanTex units an ideal, efficient, and effective solution for all wastewater treatment applications
with domestic waste characteristics.
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Venting
Commercial AdvanTex filters may come with either an active or passive vent system, depending on
application type and desired treatment levels. An active vent system utilizing a low wattage fan will
typically be used, except for small systems with residential quality influent waste strengths. The internal
volume of an AX100 is about 350 ft3; typically, air changes occur every other hour.
The inlet plumbing to the recirc-blend tank should allow for natural ventilation back through the
building sewer and vent stack. Building sewer lines provide a natural conduit for air movement and
exchange throughout the recirc-blend tank and treatment system. The passive vent provided contains a
carbon filter material to mitigate odors. However, a small amount of odor may still occur during a
dosing event, as air from the pod is displaced by the dosed effluent. This should be taken into
consideration before siting or locating a passive ventilated system in areas where this occasional odor
may be perceived as a nuisance.
Typical Effluent Quality
Effluent quality is dependent on a number of factors, including influent characteristics and loading rates.
Third party ANSI/NSF 40 testing results are shown in Figures 4a and 4b. The results demonstrate that
low-to-moderate loading rates can produce cBOD and TSS of <5 mg/L, while higher loading rates
produce cBOD and TSS in the range of 15-25 mg/L.
Nitrogen reduction in the standard configuration will typically exceed 60 percent. Using a specialty
mode, nitrogen reduction will typically exceed 70 percent, depending on wastewater strength and other
characteristics like BOD5, grease and oils, pH, tankage (HRT), temperature, and alkalinity
concentrations. Nitrification can be inhibited if the natural buffering capacity (alkalinity) is too low. On
a theoretical basis, 7.14 mg/L of alkalinity as CaCO3 is needed to nitrify 1 mg/L of NH4+. For more
information on nitrogen reducing systems, contact Orenco Systems Engineering.
Pumping Equipment
The integrated treatment package includes an Orenco ProSTEP™ pump package. Typically a single
pump is necessary to energize the distribution manifold in the AX100 treatment pod. There are eight
laterals in each filter with 4 nozzles each. The flow can be varied by adjusting the pressure at the pod
inlet; however, our baseline operational flow is about 1.57 gpm/nozzle, which puts the pumping rate at
about 50 gpm per each AX100. Model P5007 pumps are used for the AX100 units. Duplex or sufficient
multiple pumps are required in all commercial applications to ensure operational integrity with one or
more pumps out of commission.
Distributing Valves
Typically, Orenco automatic distributing valve assemblies are used to alternate doses to up to three
AX100 pods utilizing a duplex ProSTEP pump package. This allows for a 4:1 recirc-blend ratio during
periods of peak hydraulic loading without exceeding the maximum daily cycle rating of the pumps.
Orenco automatic distributing valve assemblies should be located at the high point between the recircblend tank and the AdvanTex AX100 pod to ensure proper operation of the valve. For more details on
this product, please refer to Orenco Automatic Distributing Valve Assemblies for Wastewater Effluent
Systems (NTP-VA-1).
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Residual Pressures
The residual pressure will typically be set to 4.5 psi to attain the desired 1.57 gpm/nozzle. Each pod is
supplied with a gauge tap and valve assembly to allow for pressure measurement at the pod inlet.
Recirculation-Blend Ratios and Timer Settings
Typical operating recirculation-blend ratios will vary between 2:1 and 4:1, and the “off” time varies as a
function of the recirc-blend ratio. The AdvanTex Treatment System controls are initially set to a 4:1
recirc-blend ratio and initial timer settings are established based on the expected average daily flow. A
typical dose event will vary between 1 and 2 minutes and will deliver about 1-1/2 to 3 gallons per nozzle
per dose. If flows vary significantly from expected flows, timer settings should be recalculated.
AdvanTex Control System
Critical to the success of the AdvanTex Treatment System is the method in which the effluent is loaded
onto the AdvanTex filter. Over the past three decades, timer controlled applications have proven to play
an essential role in optimizing the performance of both fixed and suspended growth biological systems.
A timer-controlled pump in the recirc-blend tank periodically doses effluent to a distribution system on
top of the AdvanTex filter media. Each time the filter is dosed, effluent percolates through the filter
media and is treated by naturally-occurring microorganisms that populate the filter. During periods of
high flow, a timer override float will temporarily adjust the timer settings to process the additional flow.
Remote telemetry control panels connected to a dedicated phone line are an integral part of all
commercial AdvanTex Treatment System equipment packages. Remote telemetry control panels give
wastewater system operators and maintenance organizations the ability to monitor and control each
individual system’s performance remotely. This also allows Orenco to contact the panel directly to
assist the operator in system evaluation and troubleshooting. Remote telemetry control panels also
provide additional alarm functions to automatically page the operator in the event that trend data
indicate potential problem conditions (e.g. high flows).
Surge Volume
AdvanTex tankage design is consistent with that of other packed bed filters. Flow equalization should be
designed into the primary tanks with controlled (metered) feed to the recirc-blend tank. If surging needs
to be done in the recirc-blend tank, then sizing and timer controls will be programmed to optimize
performance and surge capacity. Churches, schools and assembly halls, are typical applications where
weekly surge control practices provide optimum filter sizing.
Other Design Considerations
AdvanTex AX100 pods have been designed for installation in areas that are free of water. If a project
requires placement of the pod in a high-water area, contact Orenco Systems Engineering for options.
For cold weather applications, AX units are available with insulation attached to the bottom of the lid (1inch thick; R-5 or 0.2 BTUs/hr/ft2/°F/inch thickness). Installing insulation around the sides of the filter
pods themselves is optional and is done onsite as needed.
Other cold weather considerations include standard practices used with most onsite pump systems, such
as allowing all lines to drain, insulating processing tank lids, and backfilling risers with pea gravel if
frost-heave is a concern. For extreme climates with long periods of subfreezing weather, a warm air
source may be required. Consult Orenco if supplementary options need to be considered.
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Primary Tank Sizing
At Orenco Systems, we believe a structurally sound, watertight, and well-maintained septic tank is one
of the most effective and economical wastewater treatment devices available. Adequate septic tankage
will anaerobically digest organic material, remove settleable and floatable solids, help modulate flow,
and consistently discharge effluent that meets “primary treatment” standards.
The Primary Tank Sizing Chart on the next page lists Orenco’s tank sizing recommendations for various
applications. The table includes minimum and preferred tankages for a dozen common types of
facilities. We acknowledge that both the minimum and preferred tankages listed exceed EPA minimum
sizes. After conducting extensive research on septic tankage, we are convinced that the smaller tankage
arrived at using the EPA formula will result in suboptimal performance. Moreover, although smaller
tanks may cost less initially, long-term cost of ownership is greater when their higher maintenance costs
are taken into consideration. From an economic standpoint, ensuring adequate tankage of onsite
wastewater treatment systems is an effective way to reduce operational costs. Consequently, we base
our numbers on long-term performance satisfaction with regard to nominal (minimum) and high quality
(preferred) effluent.
Here are a few tips on how to use this chart:
•
To calculate the appropriate tank size for your job, multiply the design flow in gallons per day
specified by your regulatory commission (according to facility type) by the hydraulic retention
time (HRT) in days, listed in the Minimum and Preferred columns. For example, if local
regulations require a 10,000 gpd system design for an office facility, Orenco recommends
tankage of 30,000 gpd (minimum) or 40,000 gpd (preferred).
•
Because grease and oil can inhibit microbial action and seal the pores in a packed bed filter or
soil absorption system, Orenco recommends a grease tank for any facility with a commercial
kitchen. A grease tank, which provides the longer retention time required to cool grease and oil
to a point at which separation is possible, is an economical means of cooling and removing
grease and oil before integrating the kitchen flow into the primary tankage.
•
Several types of facilities--such as churches, schools, weekend campsites, etc.--may experience
large fluctuations in daily flow; some may even receive all of their weekly flow over the course
of one or two days. For facilities like these that need surge control, flow equalization should be
included in the tank design.
•
For facilities in the upper portion of the table with restrooms and kitchen, primary tankage
volume is determined by multiplying the total flow of the restrooms and kitchen combined by the
factor in the Primary Tankage cell. For larger facilities, such as the bottom three categories on
the chart, the values are intended to be cumulative.
This table should be used as a general guideline for decentralized wastewater treatment designs. If you
have questions about special cases where larger tankage or other measures may be necessary, or if you
have general questions about flow equalization, please call Orenco Systems at (800) 348-9843 and ask
for Systems Engineering.
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Primary Tank Sizing Chart
Facility
Minimum
Preferred
Primary Tankage
HRT (days)
Grease Tankage1
HRT (days)
Primary Tankage2
HRT (days)
n/a
3
n/a
4
3
4
5
5
n/a
3
n/a
4
2
33
4
43
n/a
3
3
4
3
n/a
5
43
n/a
2.5 + Surge4
n/a
4 + Surge4
4
4 + Surge3,4
n/a
4 + Surge4
5
4 + Surge3,4
Grease Tankage
HRT (days)
1
2
Office/Manufacturing/Light Industrial
a) restrooms only
Restaurant/Deli
a) restrooms and kitchen
Convenience Store/Gas Station
a) restrooms only
b) restrooms and kitchen/deli
Hotel/Motel/Multiple Dwelling Units
a) restrooms only
b) restrooms and restaurant/kitchen
3
Church
a) restrooms only
b) restrooms and kitchen
School
a) restrooms only
2
2.5 + Surge
n/a
3 + Surge4
3
3 + Surge
3,4
3,4
Dog Kennel/Veterinary Clinic
a) restrooms only
b) restrooms and floor drains
RV Park
n/a
3
n/a
4
n/a
3 + Surge3,4,5
n/a
4 + Surge3,4,5
a) RV spaces
n/a
3
n/a
4
b) dump station
n/a
8
n/a
10
a) gaming floor
b) hotel/motel
n/a
n/a
3
3
n/a
n/a
4
4
c) restaurant/deli
3
4
5
5
n/a
n/a
3
3
n/a
n/a
4
4
2
3
4
4
Casino
Resort/Camp
a) bunk houses
b) main houses
c) kitchen
1. Grease tankage HRT is based on a separate kitchen peak flow, which is integrated into the main flow prior to introduction to the primary septic tanks.
2. Primary tankage HRT is based on total peak flow.
3. For facilities with restrooms and kitchen, primary tankage volume is determined by multiplying the total flow of the restrooms and kitchen combined by
the factor in the Primary Tankage cell.
4. To determine surge volume for flow equalization purposes, please call Orenco Systems at (800) 348-9843 for assistance.
5. To reduce septage pumping in these and other specialized applications, we recommend using multiple tanks: The first should be small (0.5 to 0.75
HRT); subsequent tanks should provide the remaining HRT requirements.
NOTE: Tankages are based on long-term performance satisfaction (with respect to septage removal) and nominal (minimum) to high-quality (preferred)
effluent. If effluent strength is higher than the expected level or if a higher level of treatment is required, greater tankage will be necessary.
To enhance total nitrogen reduction, primary tankage should be increased for AdvanTex™ Mode 3 systems. Consult Orenco Systems for specifics.
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®
AdvanTex Loading
We at Orenco Systems have spent more than two decades researching packed bed filters, a proven
wastewater technology. Based on our research, we developed the AdvanTex® Treatment System, which
has been in use since the mid-1990s. AdvanTex Treatment Systems work like recirculating sand/gravel
filters, which treat wastewater through a combination of physical, chemical, and biological processes.
AdvanTex produces effluent that exceeds “secondary” treatment standards.
The difference between AdvanTex and sand/gravel filters is AdvanTex Treatment Systems use an inert
nonwoven textile material instead of granular media such as sand or gravel. Textile has several
advantages over granular media:
•
•
•
•
Textile has a larger surface area—five times greater than an equivalent volume of sand—so
installations have a much smaller footprint than sand filter systems.
Textile’s higher absorption capacity allows loading rates five to twenty times higher than sand
(as high as 50 gpd/sq. ft.).
Textile media weighs considerably less than granular media, so AdvanTex systems can be
prepackaged, which results in reduced installation costs.
Textile media is washable, allowing for a relatively quick and easy rejuvenation of the
treatment system in cases of abuse or overloading.
Designing an AdvanTex Treatment System is similar to designing a recirculating sand filter (RSF). As
with an RSF, an AdvanTex system requires a recirculation-blend tank with approximately a one-day
hydraulic retention time (HRT). Most commercial AdvanTex systems also require a ventilation fan
(typically rated at 90 watts). However, the power required to operate this fan twenty-four hours per day
is significantly less than the power required to operate packaged treatment systems.
AdvanTex systems have performed well in residential applications where nitrogen removal is
necessary. In commercial applications, nitrogen reduction is much more complex than BOD and TSS
reduction, and consequently harder to predict. Nitrogen reduction will be dependent on incoming TKN
levels, water and air temperatures, alkalinity, pH and a number of other factors. While commercial
AdvanTex systems can be optimized for nitrogen removal, meeting stringent nitrogen limits on a
continuous basis cannot be guaranteed.
The AdvanTex® Loading Chart on the next page lists Orenco’s loading rate recommendations for
various applications. It includes loading rates for both actual and peak design flows for AdvanTex
filters used in commercial and multi-family applications. The loading rates used in the table are based
on screened primary-treated residential strength effluent from properly sized septic tanks. 1
This table should be used as a general guideline for decentralized wastewater treatment designs. If you
have questions about special cases where different loading rates or other measures may be necessary, or
if you have general questions about the AdvanTex Treatment System, please call Orenco Systems at
(800) 348-9843 and ask for Systems Engineering.
1.
For assistance with sizing primary tanks, see Orenco’s Primary Tank Sizing document (NDA-TNK-1).
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®
AdvanTex Loading Chart
Facility
Recommended Commercial AdvanTex Loading Rate1
Actual Design2
gpd/sq.ft.
Peak Design3
gpd/sq.ft.
Subdivisions/Multiple Dwelling Units
25
50
Office/Manufacturing/Light Industrial
a) restrooms only
Restaurant/Deli
25
50
10
25
15
10
40
25
25
15
50
35
25
15
50
40
25
15
50
40
25
15
50
40
a) restrooms and kitchen
Convenience Store/Gas Station
a) restrooms only
b) restrooms and kitchen/deli
Hotel/Motel
a) restrooms only
b) restrooms and restaurant/kitchen
Church
a) restrooms only
School
a) restrooms only
Dog Kennel/Veterinary Clinic
a) restrooms only
b) restrooms and floor drains
RV Park
a) RV spaces
b) dump station
Casino
a) gaming floor
b) hotel/motel
c) restaurant/deli
Resort/Camp
a) bunk houses
b) main houses
c) kitchen
25
50
Not recommended
25
25
10
50
50
25
25
25
10
50
50
25
1. AdvanTex loading rates assume properly sized primary tankage, as outlined in the Primary Tank Sizing document (NDA-TNK-1).
Loading rates are based on nominal wastewater characteristics as described in the AdvanTex Design Criteria For Commercial
Applications document (NDA-ATX-COMM-2).
2. Actual design is the expected daily flow (based on a 30-day average).
3. Peak design is the maximum daily flow a facility is expected to produce (over a week's time).
NOTE: Loading rates shown are for systems expected to perform secondary standards like ANSI/NSF 40. Higher performance
systems will require special review and will generally feature lower loading rates.
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Commercial AdvanTex® Treatment System Process
Description
TREATMENT PROCESS
The AdvanTex® Treatment System is configured in a typical recirculating treatment
fashion such that a mix of septic tank effluent and pre-filtered effluent is blended and then
applied in small, frequent doses to the media surface.
Primary treatment of raw sewage is accomplished through appropriately sized primary
septic tanks. After primary treatment, the effluent enters the R/B tank, where it blends
with the contents of the tank. ProSTEP™ pump packages in the R/B tank transport
blended effluent to a distribution manifold in the AdvanTex filter pod. Effluent percolates
down through the textile media, where it is treated by naturally-occurring microorganisms
that populate the filter.
After passing through the filter media, the treated effluent flows out of the filter pod and
passes through a filtrate return line that returns the effluent to the recirculating splitter
valve (RSV). The RSV automatically splits or diverts the flow between the R/B tank and
the final discharge and the direction of the return or discharge flow is governed by the level
of the liquid within the R/B tank.
PRIMARY TREATMENT
Raw sewage from commercial facilities will first be treated in a primary septic tank. In
domestic residential applications, typical raw norms are as shown below:
Biochemical Oxygen Demand (BOD5): 450 mg/L
Total Suspended Solids (TSS): 500 mg/L
Total Kjeldahl Nitrogen (TKN): 70 mg/L
Source: Crites and Tchobanoglous 1998, pp. 180 and 183. Based on 50 gpcd.
These are values expected at the building sewer leaving the home based on 50 gpcd. In
individual settings, like restaurants or other high-strength applications, BOD5 may be
three for four times greater and Total Nitrogen (TN) may be two or more times greater.
To ensure successful end results are accomplished, it is necessary to quantify all the other
characteristics of the influent stream that will influence the outcome.
In the primary septic tank heavy solids settle to the bottom of the tank where they
accumulate in the sludge layer, and digest; while the lighter material floats to the liquid
surface and accumulates in the scum layer, and digests. Facultative and anaerobic digestion
converts the organic matter to gases. Facultative microbes solubilize the complex organic
material to volatile organic acids while strict anaerobes ferment the volatile organic acids
to gases (methane, carbon dioxide, etc.). For the system to operate properly and in
compliance with local regulations, it is essential that all tanks be appropriately sized and
watertight.
The primary septic tank provides a significant level of treatment when appropriately sized
and in most applications the typical wastewater strength exiting the primary septic tank can
be characterized as follows:
Table 1. Typical Commercial AdvanTex Influent Wastewater Strength1
Characteristic
BOD5
TSS
TKN
G&O
1
Average2
Weekly Peak
Rarely Exceed
mg/L
mg/L
mg/L
150
40
65
20
250
75
75
25
500
150
150
30
Maximum allowable wastewater strength entering the Recirc-blend Tank of an AdvanTex
Treatment System is “Typical Commercial AdvanTex Influent Wastewater Strength.”
2
Commercial systems will occasionally elevate in strength based upon changes in flow
characteristics or ownership. As the average influent strength approaches 80% of the weekly peak
levels, consideration must be given to providing supplemental pre-treatment or additional treatment
units.
RECIRCULATION-BLEND TANK
Effluent from the primary septic tank flows into a R/B tank where it blends with the
returning filtrate from the AdvanTex filter pod(s) and is diluted.
The R/B tank is sized to equal at least 80% of the peak flow (Qp). A larger tank may be
recommended based on the expected organic or peak design hydraulic loads, or to
accommodate special surge capacities, operator response capabilities, or needs for greater
nutrient removal
.
For nitrogen sensitive areas requiring greater than 60% nitrogen reduction, the R/B tankage
is sized to equal at least 100% of the peak flow and greater primary tankage is
recommended. Where access to a primary waste source is unavailable and/or supplemental
carbon addition is necessary, alternate tank configuration may be necessary. Alternate tank
configurations will be discussed later.
TEXTILE TREATMENT PROCESS - ORGANIC REMOVAL
The R/B tank is configured so that incoming effluent from the primary septic tanks and
filtrate from the AdvanTex filter pod(s) blend together at the front of the R/B tank. The
filter recirc-pumps are located at the opposite end of the R/B tank to ensure mixing,
hydraulic retention time, and blending/dilution of the effluent occurs before being dosed
onto the AdvanTex filter pods.
The R/B tank's blended substrate concentration may be determined directly by the
following expression:
Sb = (Si + RbSe) / (Rb +1)
where:
Si is the inflow substrate concentration, mg/L
Se is the filtrate substrate concentration, mg/L
Sb is the blended substrate concentration, mg/L
Treatment within an AdvanTex filter pod includes: filtration and trapping, adsorption,
biological decomposition, and biochemical transformations. The textile media supports a
fixed film of organisms active in the treatment process. At the surface and top 6 inches
(more or less), matter is trapped and the biofilm grows. In this nutrient rich upper zone,
most of the organic material is trapped, decomposed, and digested. As the blended
wastewater filters (percolates) slowly down through the media, it comes in contact with
organisms. Both heterotrophic and autotrophic bacteria are found in these biofilms in
populations respective of each other and of their individual needs for available free
oxygen.
The water holding capacity of the media and of the biofilm are important for ensuring
sufficient moisture is available for maintaining healthy microbial environments. The
frequent dosing and percolating of effluent through the media in stages ensures an
unsaturated state through the media.
With each dose, the physical action of the effluent percolating down through the media and
over the biological surfaces draws fresh air into the media’s unsaturated pores. Oxygen
(from the air) is then transferred by diffusion into the thin film of water that spreads over
the media surfaces. In the organic film attached to surfaces, residing organisms consume
the free oxygen. Therefore, the dominant biological activity is that of aerobic digestion of
both organic and inorganic constituents, thus reducing contaminates and changing the form
of the wastewater characteristics.
Multiple-pass systems, recirc-systems, are capable of sustaining greater loading capacities
than single-pass systems because hydraulic, biological, and chemical surges are blended
and diluted with a portion of the aerobically treated filtrate. The process tank provides
significant primary treatment by separating and treating the gross solids and fats, oils, and
greases. The continual recirculation and intermittent dosing to the media ensures a moist
environment and stable diet for the biota. The critical factors in controlling the
environment for the biota are the recirculation ratio and time-controlled dosing. Typical
multiple-pass recirculating filter design criteria Recirculation (recirc-blend) Ratio (Rb) is
defined as the ratio of the daily flow returned (Qr) to the R/B tank to blend with the daily
inflow (influent or forward) wastewater flow (Qi) as shown in the following expression:
Rb = Qr/Qi
Qr = Rb Qi
Where:
Rb is the recirculation (recirc-blend) ratio
Qr is the daily flow returned to the recirc tank, gpd,
Qi is the actual daily inflow (or forward flow), gpd.
Typically, the Rb control range is between 2:1 to 6:1. It’s important to understand that
there are both high and low Rb limits to watch for. Higher ratios may be preferred to
prevent odor problems, but generally should not exceed 6 or 7; ratios of 2 or 3 – with
normal strength influent – are typically sufficient for controlling odors and providing
treatment.
The function of the Rb is as critical to process management for multiple-pass attachedgrowth packed bed filter systems as return sludge, waste sludge, and air management are to
suspended-growth processes. Proper management of the Rb assures aeration and wetting
needs, but most importantly it establishes equilibrium with respect to the desired
endogenous respiration rate by maintaining food-to-microorganism (F/M) ratios relative to
influent hydraulic and biological loads. The recirculation ratio is well documented in
textbooks and design manuals.
The dosing frequency is related to the Rb as well as particular features of the media, such
as its texture, void ratio, water holding capacity etc. Considerable academic work has been
done to establish relative dosing frequencies for various media. It’s well established that
small frequent doses improve filter performance. Increasing the dosing frequency (number
of occurrences over a given time period) reduces the volume of wastewater applied per
dose and increases coliform removal.
By adjusting the Rb, the dilution and blend concentrations within the R/B tank can be
balanced. By varying the R/B ratio (Rb) within the limits of the applications wastewater
characteristics, optimization of the hydraulic retention time (HRT) and substrate
concentrations within the R/B tank can be accomplished. Biological respiration rates tend
to adjust according to the available food and oxygen. Therefore, to ensure the best
performance and sustain the most efficient and effective working environment, the R/B
ratio typically needs to be kept between 2:1 to 6:1, depending on the design considerations.
TEXTILE FILTER SIZING
AdvanTex® effluent waste strengths are dependent on hydraulic and organic loading rates.
Orenco Systems, Inc.’s AX100 AdvanTex Treatment Systems packed bed media is
configured in the same manner as their ANSI/NSF Standard 40 Class I treatment units.
Typically, the daily mass loading is based on the expected daily flows and parameter
strength. Figures 2a and 2b show average loading capacity at 95% confidence level.
Fig. 2a – cBOD5
Fig. 2b – TSS
Orenco’s suggested design loading rates are based on typical per capita flow rates and
average strength characteristics expected as listed in Fig. 2. Discharge effluent quality
may be projected at a 95% confidence level relative to the hydraulic loading rate. The
base AdvanTex actual daily hydraulic load is 25 gpd/ft2 and the base actual daily organic
loading rate is 0.04 lbpd BOD/ft2.
This design methodology is supported by performance testing that has been performed on
the AdvanTex Treatment System as represented in Table 2.
Table 2: Average BOD5 & TSS Performance Results
Testing
Period
(months)
# of
Samples
Per Site
Average
Hydraulic
Loading Rate
(gpd/ft2)
Average
Organic
Loading Rate
(lbpd BOD/ft2)
Average
Effluent
BOD5
(mg/L)
Average
Effluent
TSS (mg/L)
Hebo
23
23
25
.04
4
5
Pines Nursing
Home
5
8
24
.03
13
9
Blue Jay Café
18
18
9
.04
13
10
ANSI/NSF
Standard 40
6
109
29.1
.04
5
4
Average:
12
40
21.7
.04
8
7
Project
The average testing period is 12 months (range, 5-23 months) with an average of 40 samples.
All systems, except one, were close to the average design hydraulic loading rate of 25 gpd/ft2
used for the AdvanTex Treatment System. The average effluent quality from all systems is 8
mg/L BOD5 and 7 mg/L TSS.
The Blue Jay Café was loaded at a lower hydraulic loading rate but it is important to note that it
is being loaded at the average design organic loading rate of .04 lbpd BOD/ft2. This is
consistent with the AdvanTex Commercial Design Guidelines as detailed above.
Each AX100 unit may be designed based on actual average daily loads or peak daily loads. The
actual average hydraulic loading rate (Qa) is 2500 gpd (based on 100 ft2 nominal footprint area).
A peak hydraulic load of 5000 gpd and peak organic stress loads of over 8 lbs of BOD per day
can be sustained for short periods of time (weeks and even months) with little effect on
performance. Higher loading rates may be applicable relative to higher discharge limits or
sufficient operating documentation, but would not be allowed to exceed 50 gpd/ft2 at the typical
average influent characteristics outlined in the AdvanTex Design Criteria for Commercial and
Multi-Family Applications. Performance results from systems loaded at these higher loading
rates are represented in Table 3.
Table 3: Average BOD5 & TSS Performance Results Under Increased Loading
Testing
Period
(months)
# of
Samples
Per Site
Average
Hydraulic
Loading
Rate
(gpd/ft2)
Average
Organic
Loading Rate
(lbpd
BOD/ft2)
Average
Effluent
BOD5
(mg/L)
Average
Effluent
TSS (mg/L)
Imboden
12
11
23
.086
3
3
Novatec TVP
14
101
54
.076
21
17
Snow Road
6
61
60
.19
26
19
Average:
10
57
45
.12
17
13
Project
The average hydraulic and organic load for all systems was 44 gpd/ft2 and 0.12 lb
BOD/ft2•d. This is close to double the recommended design hydraulic loading rate and three
times the recommended design organic loading. Even under these increased hydraulic and
organic load conditions the AdvanTex System effluent quality averaged 17 mg/L BOD5 and
13 mg/L TSS.
It is important to note that while the Imboden system was loaded lower than the average
design hydraulic loading rate it was loaded at more than 2 times the average design organic
loading rate.
NITROGEN REMOVAL
Nitrogen reduction occurs in the AdvanTex Treatment System through a biochemical
process in which ammonia is converted to nitrate (Nitrification) and then reduced through
anoxic bacterial action (Denitrification) to nitrogen gas, which harmlessly replenishes the
natural atmospheric nitrogen concentration. The reduction in total nitrogen occurs under
the same hydraulic and organic loading design parameters detailed above. Total nitrogen
reduction in the standard mode configuration will typically exceed 60 percent. Using an
enhanced denitrification mode, total nitrogen reduction will typically exceed 70 percent.
Nitrification
Nitrification occurs primarily in the middle and lower region of the textile media where
conditions (highly aerobic, low organic concentration) favor this process. Nitrification is a
two-step biochemical process where ammonium (NH4+) is converted to nitrate (NO3-).
Autotrophic bacteria accomplish nitrification by oxidizing ammonium to nitrite (NO2–)
first, and then by rapidly converting (oxidizing) nitrite to nitrate. The total oxidation
reaction is:
NH4+ + 2O2 ——> NO3– + 2H+ + H2O
For complete oxidation, the process requires 4.57 parts oxygen to convert one-parts
ammonium to nitrate (the majority of that is consumed in the nitrite oxidation). Since cell
synthesis provides oxygen, the actual amount of free oxygen consumed is about 4.33
mg/L. So, depending on the concentration of ammonia, a considerable amount of air may
be needed. Sufficient air is provided within the filter unit, either through passive or active
(ventilation fan) venting. The decision of whether to passively or actively vent the
AdvanTex pods is dependent upon a number of factors (application, influent waste
strength, effluent limits/requirements, system capacity/oxygen needs,
tankage/configuration and venting, etc.) and is decided on a case-by-case basis.
In an abundance of air, all the aerobic or facultative microbes compete for their oxygen
needs. When the organic concentration is high, the microbes that oxidize organic matter,
primarily the heterotrophic bacteria, typically thrive first because of their aggressive
growth rate, hearty nature, and ability to readily utilize the available oxygen. The
oxidation of ammonium is accomplished by autotrophic bacteria, which do not have as
aggressive a growth rate and also have a tendency for being more sensitive to their
environmental conditions/changes.
Consequently, the nitrification process usually lags until the organic concentration is
depleted, or until sufficient oxygen is present. At a 2.5:1 BOD/TKN ratio the nitrifiers
may only make up about 10 percent of the microbial population ... at 0.5:1 BOD/TKN the
nitrifiers make up about 35 percent of the population. Under normal operating conditions
nitrification will take 30 to 60 days from system start-up to initiate. Systems started-up in
cold climates, however, may show no signs of nitrification until late spring or summer
temperature conditions are reached.
On average, after normal operating conditions have established, the nitrification within the
AdvanTex Treatment System will reduce ammonia more than 90% (typically higher).
Table 4: Average Ammonia Performance Results
Average
Organic
Loading
Rate
(lbpd
BOD/ft2)
Average
Influent
Ammonia
(mg/L)
Average
Effluent
Ammonia
(mg/L)
Average
Percent
Ammonia
Reduction
Project
Testing
Period
(months)
# of
Samples
Per Site
Average
Hydraulic
Loading
Rate
(gpd/ft2)
Snow Road
33
61
34
.19
80
18
78%
Pines
Nursing
Home
5
8
24
.03
13
3
77%
Imboden
12
11
23
.086
27
1.4
95%
Novatec
Nitrogen
Testing
5
16
29.1
.039
22
.87
96%
Average:
13
24
27
.08
35
6
87%
The average testing period is 13 months (range, 5 to 33 months) with an average of
24 samples. All systems were loaded at or above the average design hydraulic
and/or organic loading rate. The average effluent Ammonia concentration is 6
mg/L.
The Snow Road system has a higher than expected ammonia concentration in the
effluent which is expected because the system is being loaded at more than 4 times
the average design organic loading rate. Excluding this system, the average
Ammonia concentration is 1.7 mg/L and the average percent removal for ammonia
is 90%.
Although the table addresses Ammonia concentrations it should be noted that there
is an organic faction of nitrogen which when added to ammonia equals TKN.
Denitrification
Denitrification is a process where nitrate (NO3–), under anoxic conditions, is reduced to
nitrite (NO2–), and the nitrite is further reduced to nitrogen gas (N2gas) typically by
heterotrophic bacteria. Denitrification occurs within anoxic conditions that exist primarily
in the recirculation tank, or a subsequent anoxic tank/unit. A carbon source is needed,
and typically the carbon source is the systems natural cBOD, but it may also come from a
supplemental input such as methanol, acetate, or other carbon-based compounds.
NO3– ——> NO2– ——> NO ——> N2O ——> N2gas
The "nitrified" filtrate from the AdvanTex filter unit is returned into the R/B tank or
denitrification tank. As the dissolved oxygen is depleted within the tank the heterotrophic
bacteria reduce the nitrates to nitrites and finally nitrogen gas, which is released into the
atmosphere. A carbon source is needed for this process and approximately 4 g BOD will
be consumed per g NO3 reduced. This carbon can be made available in the recirculation
tank (but may need some supplemental augmentation) or in the denitrification tank (with or
without carbon augmentation) depending on the configuration and/or characteristics.
Table 5: Average Total Nitrogen and Nitrate Performance Results
Project
Novatec Nitrogen
Testing1
Canyon Creek
School1
Imboden1
Novatec Nitrogen
Testing2
Pines Nursing
Home - Partially
Enhanced
Denitrification
Mode
Average:
Testing
Period
(months)
# of
Samples
Per Site
Hydraulic
Loading
Rate
(gpd/ft2)
Organic
Loading
Rate
(lbpd
BOD/ft2)
Influent
Total
Nitrogen
(mg/L)
Effluent
Total
Nitrogen
(mg/L)
Percent
Total
Nitrogen
Reduction
Effluent
Nitrate
(mg/L)
6
27
29.1
-
34
12
65%
9
21
10
17
.05
109
42
61%
21
12
11
23
.086
32
3
91%
0.34
11
17
15
-
32.9
9.0
72%
5
5
8
24
.03
34
15
56%
4
11
15
22
.05
48
16
69%
8
1
Standard Mode
Enhanced Denitrification Mode
2
The average testing period was 11 months (range, 5 to 21 months) with an average of 15 samples taken
per site. The first two systems represent the standard mode configuration which reduced total nitrogen by
65% and 61% respectively. The Imboden system reduced total nitrogen by 91% on average. This is a
higher reduction than typically expected when operating in this configuration.
The ANSI/NSF system represents performance of an enhanced denitrification configuration and achieved
a 72% reduction in total nitrogen (when recirculation of the filtrate was passed through the primary
chamber).
The Pines system is configured so that 20% of the AdvanTex filtrate is returned to the denitrification tank
and based on the results it appears that a greater percentage needs to be returned in order to increase
denitrification. The percentage of split can vary from site to site depending on wastewater characteristics
and permit requirements.
The total nitrogen on all sites, except Canyon Creek, is lower than the 65 mg/L TN utilized in the
calculations later on in this document. We have chosen 65 mg/L TN to be conservative and knowing that
it is realistic for some homes to produce this. It is also understood that in reality the influent
concentration of TN from multiple homes will be lower than 65 mg/L, probably in the 45 to 65 mg/L
range. The Canyon Creek system was included here to show the capability of the AdvanTex System to
reduce higher than normal total nitrogen concentrations.
Factors Affecting Nitrification/Denitrification Process
Alkalinity is a characteristic that, more often than suspected, limits nitrification. Alkalinity
is not a specific polluting substance, but a combination of factors. It is the ability of water
to neutralize an acid, and is due primarily to the presence of carbonate (CO3).
Alkalinity is essential for nitrification; for each part ammonia that is nitrified, 7.14 parts
alkalinity are consumed (buffering the acidity). Therefore, about 428 mg/L of alkalinity
would be consumed in nitrifying a concentration of 60 mg/L of ammonia.
It is also important to note that during the denitrification process 3.57 parts of alkalinity are
formed for every part of nitrate that is converted. So, in a properly functioning
nitrifying/denitrifying system, approximately 214 mg/L of alkalinity would be needed as a
base usable quantity, plus an additional concentration to ensure the pH remains in the
neutral range.
Many wastewater streams may not have sufficient alkalinity to support complete
nitrification. And, if the alkalinity drops too much (<50 mg/L±), the pH can
correspondingly drop to levels that will cause the microbial activity to degrade (<6). This
is typical in all wastewater processes. In applications where the alkalinity may be limited,
a chemical feed system can be incorporated into the design to increase and/or control the
concentration.
Temperature is also a critical factor that can limit the process. Wastewater temperatures
that fall below 40° F will inhibit the process. In applications where this may be a limiting
factor, heated ventilation can be incorporated into the design; although this is considered
expensive for limited seasonal needs and in all likelihood unnecessary.
Dissolved Oxygen concentration of the water in the AdvanTex filter unit should be
between 2.5 - 6 mg/L for the nitrification process to be carried out. The concentration of
dissolved oxygen in the denitrification tank needs to be between 1-2 mg/L to allow for
denitrification to start.
Carbon is necessary for the denitrification process to be completed. Approximately 4g
BOD is needed to per g NO3– consumed. In applications where the carbon may be limited,
a chemical feed system can be incorporated into the design to increase and/or control the
concentration.
Toxic chemicals introduced into the wastewater stream can kill, or seriously degrade the
activity, of the bacteria that are carrying out this process thus reducing the treatment
systems performance.
SYSTEM CONFIGURATION
Relative only to the amount of denitrification needed there are two different AdvanTex
configurations utilized; Standard Mode and Enhanced Denitrification Mode.
Nitrification performance of the AdvanTex Treatment System as detailed above is equal no
matter what configuration is used.
Standard Mode
The standard mode is the most common configuration utilized. The recirculation tank is
sized between 80 to 100 percent of design flow. Return filtrate from the AdvanTex filter
pods is returned to the recirculation tank through a recirculating ball valve. The
recirculating ball valve splits the flow to either return into the recirculation tank or be
discharged from the system.
The following figure shows a standard mode configuration:
The AdvanTex System, in the standard mode configuration, will typically yield over 60%
total nitrogen reduction.
Denitrification occurring in the R/B tank is limited because, after dilution, the carbon
source is weak (typically 25 to 35 mg/L BOD5), and at a 4 or 5:1 recirc-ratio, the hydraulic
retention time (HRT) through the R/B tank is too short for the microbial oxygen uptake
rate (OUR) to adequately deplete the filtrate DO level to establish anoxic conditions
sufficient for denitrification beyond what's needed to reduce total nitrogen by more than
60%.
The enhanced denitrification mode is utilized in areas that require denitrification rates of
greater than 60%. In this configuration, a portion of the filtrate effluent (Typically 20%) is
split and returned to a denitrification tank (labeled as a blend tank in the below diagram).
The following figure shows the enhanced denitrification mode configuration:
Fig.4 Enhanced Denitrification Commercial AdvanTex Treatment System: Top View
The denitrification tank has a more favorable environment (anoxic, high carbon source,
increased retention time) over the R/B tank for the process of denitrification to take place.
As a result, the denitrification is enhanced. Typical denitrification in this configuration is
65% to greater than 75% removal.
Enhanced Denitrification Mode - Carbon Feed Option
Separate Denitrification − Carbon Feed Option
pQ
mQ
50%
(m-p)Q
AX Treatment
50%
Q
Primary Tankage
(3 to 5Q)
Recirc-Blend
(Q)
AX Anoxic
Treatment
Q
Final Dispersal
Carbon Feed
(with or without)
Managing Nitrogen Reduction in Onsite Wastewater Systems
12/16/05
#58
Fig.5 Enhanced Denitrification (Carbon Feed) Commercial AdvanTex Treatment System: Top
View
Evaluation of Nitrogen Cycle within an AdvanTex Treatment System:
Calculate Nitrification:
Where:
TKN:
45 to 65 mg/L - use 65 mg/L
Nitrification efficiency:
Greater than 90% - use 90%
Denitrification efficiency:
Greater than 70% - use 70%
(Enhanced denitrification mode)
Calculate Nitrification from TKN to Nitrates:
(65 mg/L TKN)(0.10) = 6.5 mg/L TKN

Nitrified effluent Nitrate concentration = 58.5 mg/L NO3 – N*
This is assuming no denitrification. Once the denitrification process is
established, actual nitrate concentration in the effluent will be less.
Calculate Denitrification:
Calculate Denitrification and Total Nitrogen:
(58.5 mg/L NO3 – N)(0.30) = 17.55 mg/L NO3 - N

Nitrate concentration = 17.6 mg/L NO3 – N

Total Nitrogen (6.5 mg/L TKN) + (17.6 mg/L No3 – N) = 24 mg/L
**Calculate Nitrification and Denitrification based on observed percent removal averages:
(48 mg/L TKN)(.09) = 4.32 mg/L TKN, and Nitrates = 43.68 mg/L NO3 - N
(43.68 mg/L NO3 – N)(0.28) = 12.23 mg/L NO3 – N
Total Nitrogen = 4.32 mg/L TKN + 12.23 mg/L NO3 – N = 16.55 mg/L
**Provided as a conceptual calculation only, based on observed performance results.
SCG Enterprises, Inc. - Commercial Projects
Project
Town of Hartville
Hartville, WY
Devil's Thumb Housing #1
Tabernash, CO
Devil's Thumb Housing #2
Tabernash, CO
GCC Rio Grande
Pueblo, CO
La Pradera Subdivision
Santa Fe, NM
Norbertine Community
Albuquerque, NM
Primero School
Weston, CO
Rancho Encantado
Santa Fe, NM
To'Hajiilee School
Canoncito, NM
Town of Cordova (2)
Cordova, NM
Vista De Sangres
Santa Fe, NM
Vista Verde Ranch
Clark, CO
Watkins Retail Center
Watkins, CO
Cornerstone
Ouray, CO
IXP Man Camp
Boulder, WY
Mack Energy
Artesia, NM
Pioneer Natural Resources
Trinidad, CO
Pueblo Pojoaque
Santa Fe, NM
Skyline Industrial Park
Commerce City, CO
Black Mountain Apts.
Conifer, CO
Canoncito Health Center,
Canonocito, NM
Page 1
System*
Design Flow
Installed
County
AX
12,000
2009
Platte
AX
2,000
2008
Grand
AX
2,000
2008
Grand
AX
4,800
2008
Pueblo
AX
27,318
2008
Santa Fe
AX
3,095
2008
Bernalillo
STEP / AX
7,910
2008
Las Animas
AX
20,000
2008
Santa Fe
AX
8,000
2008
Bernalillo
STEP / AX
10,000
2008
Rio Arriba
AX
8,250
2008
Santa Fe
AX
2,900
2008
Routt
AX
1,400
2008
Adams
RSF
22,000
2007
Ouray
AX
2,000
2007
Sublette
RSF
6,000
2007
Eddy
AX
7,613
2007
Las Animas
AX
5,376
2007
Santa Fe
STEP
6 connections
2007
Denver
AX
2,000
2006
Jefferson
AX
1,500
2006
Bernalillo
Engineer
Contractor
WWC Engineering
(307) 742-0031
Church & Associates
(303) 463-9317
Church & Associates
(303) 463-9317
Stantec
(970) 482-5922
Integrated Water Serv.
(720) 207-5052
Souder Miller
(505) 473-9211
Ed Hawley Const.
(307) 532-7331
Tabernash Const.
(970) 887-3660
Tim DeLong Exc.
(970) 531-1948
Bassett Construction
(719) 240-5095
(720) 207-5052
Rodger's Plumbing
(505) 243-9703
Operator
Curt Taufen
(970) 724-1271
Devil's Thumb Ranch
(970) 726-5632
GCC Rio Grande
(915) 526-6879
(720) 207-5052
American Pumping
(505) 344-7667
NorthStar Engineering
(719) 544-6823
(720) 207-5052
Ramey Env. Compliance
(303) 838-5505
(720) 207-5052
Planetary Engineers
(505) 792-1200
Souder Miller
(505) 473-9211
Living Design Group
(505) 751-9481
Church & Associates
(303) 463-9317
W.W. Enterprises
(719) 775-9314
(720) 207-5052
Saigon Construction
(505) 792-2918
EC Basset
(505) 264-5626
(720) 207-5052
Mannon Construction
(970) 879-9099
Backhoe Services
(303) 644-4130
Allen Environmental
(505) 988-7453
Planetary Engineers
(505) 792-1200
EC Basset
(505) 264-5626
(720) 207-5052
Vista Verde Ranch
(970) 879-3858
Backhoe Services
(505) 644-4130
Buckhorn Geotech
(970) 249-6828
IWS, Inc.
(720) 207-5072
Alpine Water Works
(970) 626-3683
Robert E. Johnson
(307) 367-2482
Bohannan Huston
(505) 532-8670
IXP Personnel
(307) 749-0717
Crouch Plumbing
(505) 746-3782
IXP Personnel
(307) 749-0717
Crouch Plumbing
(505) 746-3782
NorthStar Engineering
(719) 544-6823
A & R Construction
(719) 544-2834
Ramey Env. Compliance
(303) 838-5505
Indian Health Service
(505) 946-9579
J.W. Knudsen
(303) 697-2123
Church & Associates
(303) 463-9317
JEL & Associates
(505) 823-1556
Tribal Works
(505) 469-4369
Brannan Construction
(303) 853-5150
R.A.M. Trax
(303) 838-1006
TLC Plumbing
(505) 944-9534
Tribal Works
(505) 469-4369
ECO Resources
(303) 307-3230
Peak to Peak Septic
(303) 618-6566
EC Basset
(505) 264-5626
Town Of Hartville
3/17/2009
Diversion Dam Rest Area
Lander, WY
Echo Mountain Ski Area
Evergreen, CO
Fall Creek Village
Telluride, CO
Grant Motel
Grant, CO
Patrick Construction
(307) 349-1441
(720) 207-5052
Mericana Corp.
(970) 728-7018
Valley Precast
(719) 395-6764
WY DOT - owner
(307) 856-1341
Peak to Peak Septic
(303) 618-6566
Alpine Water Works
(970) 626-3683
Valley Precast
(719) 395-6764
Garfield
GAMBA & Assoc.
(970) 945-2550
Corey Nielson - owner
(970) 876-2443
Corey Nielson - owner
(970) 876-2443
2006
Jefferson
Church & Associates
(303) 463-9317
Renaud Excavating
(303) 761-5822
Peak to Peak Septic
(303) 618-6566
Three Systems
2160 GPD
1620 GPD
2475 GPD
2006
San Miguel
Buckhorn Geotech
(970) 249-6828
Ridgway Development
(970) 626-9856
Alpine Water Works
(970) 626-3683
AX
3,000
2006
Sandoval
JEL & Associates
(505) 823-1556
TLC Plumbing
(505) 944-9534
EC Basset Const.
(505) 264-5626
AX
1,000
2006
Elbert
8,000
2005
Grant
RSF
30,000
2005
Grand
RSF
9,000
2005
Rio Arriba
RSF
30,000
2005
Douglas
STEP / AX
2,000
2005
Rio Arriba
Olkjer & Sons, Inc.
(303) 475-2671
Smithco Construction
(505) 894-6161
Tabernash Const.
(970) 887-3660
IWS, Inc.
(720) 207-5072
Friedland Construction
(303) 793-0263
EC Basset
(505) 264-5626
Owner
(303) 838-0611
RSF
JAZCO, Inc.
(303) 816-9121
Anderson Engineering
(801) 972-6222
Church & Associates
(303) 463-9317
Bohannan Huston
(505) 532-8670
TST, Inc.
(303) 792-0557
Souder Miller
(505) 473-9211
AX
5,000
2004
Garfield
Church & Associates
(303) 463-9317
(720) 207-5052
Alpine Environ. Services
(970) 945-5919
Church & Associates
(303) 463-9317
Church & Associates
(303) 463-9317
Kiowa Engineering
(719) 630-7342
Saylor and Sons
(303) 838-1810
D. Johnson Const.
(303) 838-7467
SRC Excavating
(303) 838-4446
Shirley Septic Service
(303) 947-3902
Peak to Peak Septic
(303) 618-6566
AquaTest
(719) 687-2386
5,000
2006
Fremont
AX
Two systems at
2000 GPD each
2006
Clear Creek
RSF
3,000
2006
San Miguel
AX
1,800
2006
Park
Heron's Nest RV Park
Silt, CO
AX
Two systems at
2000 GPD each
2006
Our Lady of the Pines
Conifer, CO
AX
1,500
Retreat at Log Hill Mesa
Ridgway, CO
AX
Santo Domingo Health Center,
Santo Domingo Pueblo, NM
Western Trails Steakhouse
Kiowa, CO
Cliff School
Cliff, NM
Devil's Thumb Ranch
Tabernash, CO
Mesa Vista School
Ojo Caliente, NM
Ponderosa Conf. Center
Larkspur, CO
Town of Cordova
Cordova, NM
Bair Ranch Rest Area
Glenwood Springs, CO
Page 2
WWC Engineering
(307) 742-0031
Church & Associates
(303) 463-9317
CHURCH OWC
(720) 898-3434
JAZCO, Inc.
(303) 816-9121
AX
School District Staff
Todd Conger
(970) 887-2850
School District Staff
AquaTest
(719) 687-2386
EC Basset
(505) 264-5626
Conifer Crossings
Conifer, CO
Conifer Medical Center
Conifer, CO
Edith Wolford Elem.
Colorado Springs, CO
AX
1,800
2004
Jefferson
AX
600
2004
Jefferson
AX
7,875
2004
El Paso
Hanging Lake Rest Area
Glenwood Springs, CO
AX
5,000
2004
Garfield
Church & Associates
(303) 463-9317
(720) 207-5052
Alpine Environ. Services
(970) 945-5919
Mnt. Views MHP
Creede, CO
RSF
30,000
2004
Mineral
Del-Mont Consultants
(970) 249-2251
RW Contracting
(719) 658-2711
Ron Carpenter
(719) 568-0261
3/17/2009
S. Aspen Park Loaf n Jug
Conifer, CO
Waltman Rest Area
Waltman, WY
Wheel-in Cottages
Indian Hills, CO
AX
1,000
2004
Jefferson
RSF
10,000
2004
Natrona
AX
600
2004
Jefferson
Blue Creek Ranch
Carbondale, CO
STEG / RSF
20,000
2003
Garfield
STEG / RSF
20,000
2003
Grand
RSF
6,000
2003
Cibola
STEP / AX
Three systems at
2000 GPD each
2002
Pitkin
AX
2,000
2002
Park
AX
1,800
2002
Jefferson
STEP / RSF
11,700
2002
Lake
AX
1,000
2002
Larimer
AX
1,800
2002
Gilpin
RSF
20,000
2001
Ouray
RSF
15,000
2001
Park
STEG / RSF
18,000
2001
Douglas
RSF
20,000
2000
La Plata
RSF
Three systems at
15,000 each
2000
Custer
RSF
27,000
2000
Hinsdale
AX
600
2000
Clear Creek
AX
600
1999
Clear Creek
AX
3,000
1999
Larimer
C Lazy U Ranch
Granby, CO
Cubero School
Cubero, NM
Circle R Ranch
Aspen, CO
Crow Hill Loaf n Jug
Bailey, CO
JeffCo Comm. Living Center
Morrison, CO
Mount Elbert MHP
Leadville, CO
Sunnydale Cottages
Estes Park, CO
Taggart's Country Store Black
Hawk, CO
Elk Meadows Estates
Ridgway, CO
Indian Paintbrush Conf. Center
Lake George, CO
YMCA Shady Brook
Deckers, CO
Camp Kanakuk
Bayfield, CO
Horn Creek Conf.
Wescliffe, CO
Lakeview Resort
Lake City, CO
USFS Work Center
Idaho Springs, CO
Hidden Valley Treatment Plant
Idaho Springs, CO
Virginia Dale, CO
Page 3
Church & Associates
(303) 463-9317
WWC Engineering
(307) 672-0761
Barta & Associates
(303) 674-1559
Renaud Excavating
(303) 761-5822
71 Construction
(307) 472-0084
RCD Construction
(303) 697-1069
(303) 947-3902
Church & Associates
(303) 463-9317
Gould Construction
(970) 945-7291
Zancanella & Associates
(970) 945-5700
Church & Associates
(303) 463-9317
HDR Engineering.
(505) 884-6065
Church & Associates
(303) 463-9317
Church & Associates
(303) 463-9317
Hollingsworth Assoc.
(303) 781-5188
J.W. Knudsen
(303) 697-2123
CDS Engineering
(970) 667-8010
Ikeler Engineering
(303) 258-8604
Del Mont Constultants
(970) 249-2251
Bruce Janssen
(970) 887-3344
AES, Inc.
(505) 861-1700
Fenton Construction
(970) 920-4623
SRC Excavating
(303) 838-4446
Deermont Constructon
(303) 697-0794
Satterfield Const.
(970) 640-2112
Barnet Excavating
(970) 593-8392
McCollum Excavating
(303) 258-0887
Skip Huston Const.
(970) 249-9726
Bruce Janssen
(970) 887-3344
JPS Engineering
(719) 477-9429
Mullett's Excavating
(719) 783-2056
Church & Associates
(303) 463-9317
Church & Associates
(303) 463-9317
URS Greiner
(719) 531-0001
Church & Associates
(303) 463-9317
Church & Associates
(303) 463-9317
Integra Engineering
(303) 825-1121
SRC Excavating
(303) 838-4446
Mountain States
Constructors
Mullett's Excavating
(719) 783-2056
L&N Incorporated
(970 944-2401
Mining & Env. Srvs.
(303) 689-3421
Jennison Construction
(303) 797-3042
Columbia Sanitary
(303) 526-5370
JR Engineering
(970) 491-9888
Left Hand Excavating
(970) 833-3326
Albert's W&W Services
(970) 494-1610
WYDOT - owner
Peak to Peak Septic
(303) 618-6566
owner - School District
(303) 838-0611
(303) 838-0611
(303) 947-3902
ECO Resources
(303) 307-3230
Peak to Peak Septic
(303) 618-6566
Peak to Peak Septic
(303) 618-6566
Alpine Water Works
(970) 626-3683
owner
Scott Monroe
(303) 901-0804
Rio Vista Water
(970) 247-4271
owner
Tom Murphy
(970) 944-2401
USFS Staff
3/17/2009
Camp Alexander
Lake George, CO
Camp Illium
Telluride, CO
Pine Entertainment
Pine, CO
RSF
18,000
1998
Park
Stewart Environmental
(970) 226-5500
Buckhorn Geotech
(970) 249-6828
Church & Associates
(303) 463-9317
Remedial Solutions
(970) 593-1894
Reams Construction
(970) 865-2886
SRC Enterprises
(303) 838-4446
RSF
8,250
1998
San Miguel
RSF
3,000
1998
Jefferson
Hwy 119 Gas Station
Black Hawk, CO
RSF
3,000
1997
Moffat Elementary
Moffat, CO
RSF
6,000
Bear Creek Cabins
Evergreen, CO
RSF
Shwayder Camp
Idaho Sprgs, CO
RSF
AquaTest
(719) 687-2386
SCG Enterprises
(303) 838-0611
Gilpin
Church & Associates
(303) 463-9317
D&J Excavating
(303) 628-0774
Treatment Technologies
(303) 688-7072
1996
Saguache
Summit Engineering
(719) 589-6147
Rocky Mountain Septic
(719) 589-4263
Moffat School District
(719) 256-4710
1,000
1994
Jefferson
Church & Associates
(303) 463-9317
Little Elk Excavating
(303) 674-8174
Treatment Technologies
(303) 688-7072
13,500
1994
Clear Creek
Church & Associates
(303) 463-9317
Lane Excavating
(303) 569-2278
AAA Operations
(303) 567-9500
owner
Projects Permitted and/or Under Construction
Jemez Red Rock Center
Jemez Pueblo, NM
AX
Big R Commercial Park
STEP / AX
Rifle, CO
Encana Oil & Gas
AX
Parachute, CO
Town of Cordova (3)
STEP / AX
Cordova, NM
Pueblo Encantado
AX
Santa Fe, NM
Broken Arrow Bible Ranch
STEP / AX
Gallup, NM
Spaceport America
STEG / AX
Las Cruces, NM
Nambe Pueblo
AX
Santa Fe, NM
El Dorado School
AX
Santa Fe, NM
Pinion Rest Area
AX
Pueblo, CO
Ute Trail Ranch
STEG / AX
Lake City, CO
* STEG = Septic Tank Effluent Gravity Effluent Sewer
STEP = Septic Tank Effluent Pumping Effluent Sewer
AX = AdvanTex Treatment System
RSF = Recirculating Sand Filter System
Page 4
7,500
2009
Sandoval
2,000
2009
Garfield
2,000
2009
Garfield
5,000
2009
Rio Arriba
7,500
2009
Santa Fe
5,000
2009
McKinley
20,000
2009
Dona Anna
10,000
2009
Santa Fe
7,000
2009
Santa Fe
6,000
2009
Pueblo
15,000
2009
Hinsdale
(505) 946-9579
Cronk Construction
(970) 245-0577
Hamilton Engineering
(303) 733-4702
Souder Miller
(505) 473-9211
(720) 207-5052
Planetary Engineers
(505) 792-1200
Molzen-Corbin
(505) 242-5700
(505) 946-9579
Mech. & Elect. Engr.
(505) 856-1699
Wilson & Company
505-301-1072
Delmont Consultants
(970) 249-2251
Saigon Construction
(505) 792-2918
(720) 207-5052
3/17/2009
Onsite Wastewater System - AdvanTex Treatment System
Project Cost Estimating Worksheet
Project Name:
Project Location:
Design Flow:
Peak Flow:
Virginiadale, CO
5150
7725
Material Costs
5000
Low
$7,500.00
20000
$28,000.00
7000
$9,800.00
2
3
EXISTING
$3,200.00
$41,400.00
High
$10,000.00
$2,250.00
$36,000.00
$9,000.00
$12,600.00
$3,150.00
$4,200.00
$49,500.00
$9,500.00
$5,300.00
$12,500.00
$6,400.00
$104,700.00
$145,600.00
Low
$5,000.00
$5,000.00
$6,000.00
$20,000.00
$8,400.00
$9,000.00
High
$15,000.00
$10,000.00
$9,000.00
$32,000.00
$11,200.00
$18,000.00
$8,000.00
$16,000.00
Subtotal - Installation:
$61,400.00
$111,200.00
Total Estimated Construction Cost:
$166,100.00
$256,800.00
Grease Tank Capacity (gallons):
Grease Tank Anchors
Septic Tank Capacity (gallons):
Septic Tank Anchors
Recirculation Tank Capacity (gallons):
Recirculation Tank Anchors
No. of Recirculation Pumps:
No. of AX100 Units
Discharge Tank Capacity (gallons)
Discharge Tank Anchors
No. of Dosing Pumps:
Custom TCOM Panel:
Magnetic Flow Meter (quantity)
EXISTING
1
2
Subtotal - Materials:
Installation Costs
Mob/Demob
Site Prep/Trenching/Grading
Grease Tank Capacity (gallons)
Septic Tank Capacity (gallons)
Recirculation Tank Capacity (gallons)
No. of AX100 Units
Discharge Tank Capacity (gallons)
Electrical
5000
20000
7000
3
EXISTING
Notes:
For grease tank, septic tank, recirculation tank, and filter sizing, refer to Orenco's Sizing Documents.
Tank installation costs include pea gravel backfill material.
For dispersal area sizing, refer to soil reports, local regulations, and Geoflow and/or Infiltrator Sizing Documents.
Does not include landscaping or fencing.
Installation costs are affected by site conditions such as topography and subsurface conditions.
Installation estimates include miscellaneous plumbing materials.
Does not include freight costs or sales tax (if applicable).
Page 1 of 2
Page 2 of 2
AdvanTex Bibliography
This bibliography includes articles or textbook references about textile filters in general or one of Orenco’s
textile filter systems in particular. Copies of all these papers are on file at Orenco.
Ball, E. S., H. L. Ball, and T. R. Bounds. 1999. A new generation of packed bed filters. In 10th Northwest
On-Site Wastewater Treatment Short Course and Equipment Exhibition, 353-363. Seattle: University of
Washington.
Ball, H. L. 1998. Optimizing the performance of sand filters and packed bed filters through media selection
and dosing methods. In Southwest On-Site Wastewater Management Conference and Exhibit. Phoenix:
Arizona County Directors of Environmental Health Services Association and the Arizona
Environmental Health Association.
Bounds, T. R. 2002. Performance of textile-based packed bed filters. In 11th Northwest On-Site Wastewater
Treatment Short Course and Equipment Exhibition, CD-ROM. R. W. Seabloom, Ed. Seattle: University
of Washington.
Bounds, T. R., E. S. Ball, and H. L. Ball. 2000. Performance of packed bed filters. In Southwest On-Site
Wastewater Management Conference and Exhibit, 6-10. Laughlin, Nev.: Arizona Environmental Health
Association.
Bradley, B. R., G. T. Daigger, R. Rubin, and G. Tchobanoglous. 2000. The sustainable development case
for onsite wastewater treatment. In Proc. 9th National Symposium on Individual and Small Community
Sewage Systems. St. Joseph, Mich.: American Society of Agricultural Engineers.
Cooperative Extension New England Onsite Wastewater Training Center. 2006. Selecting Appropriate
Treatment Performance Goals and Treatment Options, slide 27. Kingston: University of Rhode Island.
(http://www.uri.edu/ce/wq/RESOURCES/wastewater/Resources/PDFs/Mar14%2006%20WWMan%20
Loomis%20Selecting.pdf)
Crites, R., and G. Tchobanoglous. 1998. Intermittent and recirculating packed-bed filters. In Small and
Decentralized Wastewater Management Systems, 703-760. Boston: WCB McGraw-Hill.
Dix, S. 2002. The fundamentals of onsite wastewater systems pretreatment. In Proc. 1st Northeast Onsite
Wastewater Treatment Short Course and Equipment Exhibition, Interstate Water Pollution Control
Commission, Appendix-T, CD-ROM. Lowell, Mass.: New England Interstate Water Pollution Control
Commission.
Engineering Technologies Canada Ltd. 2004. Advantex™ modular on-site wastewater treatment system.
Final report. Bloomfield, Prince Edward Island.
Leverenz, H., J. Darby, and G. Tchobanoglous. 2000. Evaluation of textile filters for the treatment of septic
tank effluent. Davis: University of California Center for Environmental and Water Resources
Engineering.
AHO-ATXBIB-1
Rev. 1.1, 6/08
© Orenco Systems®, Inc.
Page 1 of 2
Leverenz, H., Ruppe, L., Tchobanoglous, G., and Darby, J. 2001. Evaluation of high-porosity medium in
intermittently dosed, multi-pass packed bed filters for the treatment of wastewater. Small Flows
Quarterly 1(2). Morgantown, W. Va.: National Small Flows Clearinghouse.
(http://www.nesc.wvu.edu/nsfc/Articles/SFQ/sfqsp01/SFQsp01_bedfilters.html)
Loomis, G. W., D. B. Dow, L. T. Green, E. Herron, A. J. Gold, M. H. Stolt, and G. Blazejewski. 2004.
Long-term treatment performance of innovative systems. In Proc. 9th National Symposium on
Individual and Small Community Sewage Systems, 408-418. St. Joseph, Mich.: American Society of
Agricultural Engineers.
Loomis, G. W., D. B. Dow, M. H. Stolt, L. T. Green, and A. J. Gold. 2001. Evaluation of innovative onsite
wastewater treatment systems in the Green Hill Pond watershed, Rhode Island — A NODP II project
update. In On-Site Wastewater Treatment: Proc. 9th National Symposium on Individual and Small
Community Sewage Systems, 52-61. St. Joseph, Mich.: American Society of Agricultural Engineers.
McCarthy, B., S. M. Geerts, R. Axler, and J. Henneck. 2001. Performance of a textile filter, polishing sand
filter and shallow trench system for the treatment of domestic wastewater at the Northeast Regional
Correction Center. NRRI Technical Report NRRI/TR-01/34. Duluth: Natural Resources Research
Institute, University of Minnesota-Duluth.
NSF International. 2007. Orenco Systems, Inc. — AdvanTex AX20N with ultraviolet light disinfection for
fecal coliform reduction. Contract no. 06/07A/2015/060. Ann Arbor, Mich.: NSF International.
NSF International. 2002. ANSI/NSF Standard 40 - Residential wastewater treatment systems. Final report
01/11/2015/060. Ann Arbor, Mich.: NSF International.
Roy, C., R. Auger, and R. Chenier. 1998. Use of non-woven fabric in intermittent filters. In On-Site
Wastewater Treatment: Proc. 8th National Symposium on Individual and Small Community Sewage
Systems, 500–508. St. Joseph, Mich.: American Society of Agricultural Engineers.
Scholes, P. 2006. Nitrogen reduction trials of advanced on-site effluent treatment systems. Whakatane, New
Zealand: Environment Bay of Plenty Environmental Publication 2006/12.
Shafer, R. J. Use of a recirculating textile filter followed by a polishing sand filter for onsite wastewater
treatment in Colorado’s fractured bedrock environment. In Proc. National Ground Water Association
Fractured-Rock Aquifers 2002 Conference. Westerville, Ohio: National Ground Water Association.
Van Cuyk, S., R. Siegrist, K. Lowe, J. Drewes, J. Munakata-Marr, and L. Figueroa. 2005. Performance of
engineered treatment units and their effects on biozone formation in soil and system purification
efficiency. Project No. WU-HT-03-36. Golden, Colo.: National Decentralized Water Resources
Capacity Development Project.
Vassos, T. D., and O. S. Turk. 2002. Orenco AdvanTex™ model AX10 onsite treatment system. Vancouver,
British Columbia: NovaTec Consultants Inc.
AHO-ATXBIB-1
Rev. 1.1, 6/08
© Orenco Systems®, Inc.
Page 2 of 2
AX System Life Cycle Estimate
Estimated
Component
Description
Lifetime(yr)
Septic Tank
FL30-4B
30" (dia) Lid with 4 Bolts (GREEN)
20
RR30-48
30" (dia) x 48" Ultra Rib Riser
30
P500512
Pump max 50' Head
20
HV200BC-H
2" Hose and Valve Assembly for P50 Pumps
30
MF1A
Single float (A type)
5
PVU72-1819
Biotube Pump Vault
30
$31.86
Recirculation Tank (4 25,000gal tanks)
FL30-4B
20
RR30-60
30
PVU72-1819
Biotube Pump Vault
30
P500712
Pump max 50' Head
15
HV200BC-H
30
MF1A
5
RSV4U
4" Recirc/Splitter Valve with U4000S Unions
30
FL30-4B
30" (dia) Lid with 4 Bolts (GREEN) (for V6403A & V6403A)
20
RR30-24
30" (dia) x 24" Ultra Rib Riser (for V6403A & V6402A)
30
FL30-4B
30" (dia) Lid with 4 Bolts (GREEN) (for Flow Splitter Basin)
20
FS RR30-36,60
30" (dia) x 60" & 36" Ultra Rib Flow Splitter Basin (Custom)
30
AX100
Complete AX100 POD
30
Fan Enclosure
Fiberglass Ventilation Assembly Enclosure
30
F150
Ventilation Fan
10
$603.09
Carbon
Carbon in Ventilation system
5
$90.90
FL30-4B
20
RR30-60
30
PVU72-1819-L
Biotube Pump Vault
30
P301512
Pump max 150' Head
20
HV200BC-H
30
MF1A
5
Remote monitor panel to operate entire system
30
$756.00
$31.86
AX100 POD
Dosing Tank
Electrical
Control Panel
TCOM QDAX/TDAX/DAX PTROCS/PTROCS/ROCS
$31.86
Appendix H
Financial Statement & Donation Pledge