HomeMy WebLinkAbout1.0 ApplicationCOLORADO STATE PARKS
Recreation Rehabilitation Program
P.O. Box 56, 361 32 Road
Clifton, Colorado 81520
Phone: (970) 434-4158
FAX (970)434-5415
www.parks.state.co.us
April 1, 2003
Mr. Mark Bean
Director of Building and Planning
108 8"' Street, Suite 201
Glenwood Springs, CO 81601
STATE OF COLORADO
Ci'lJiNTY
BUIL Jit'VG a, PLANNING
RE: Rifle Gap State Park Wastewater Treatment Plant Site Application
Dear Mr. Bean:
�T4TE PPPX'`f'
Bill Owens
Governor
Greg E. Walcher
Executive Director
Department of
Natural Resources
Lyle Laverty
Director
Colorado State Parks
The Colorado Department of Parks and the U.S. Bureau of Reclamation acting under a cooperative
agreement between the two agencies are planning to begin construction of recreation facilities at Rifle Gap
State Park in Garfield County, Colorado. The existing recreation facilities at Rifle Gap State Park were
constructed in the 1960's and are in need of repair or replacement and additional new facilities are needed
to meet the increase of demand for recreational opportunities in recent years. Among the improvements
being planned include restroom and shower buildings, RV campsites including some with full utility hook-
ups, a fish cleaning station, plumbed rental cabins, and new park visitors center and maintenance
buildings.
The existing park visitors center and maintenance building are located at the far west end of Rifle Gap
State Park while the primary public use areas are at the northeast areas of the park. There are currently
only vault toilets for public use, which are periodically pumped out and the waste hauled to an off-site
wastewater treatment location. The proposed new facilities will all be located in the same general
geographical area in the northeast area of the park The proposed evaporative wetland wastewater
treatment plant will be located in this area.
The proposed constructed wetland treatment system will be lined and 100% evaporative and therefore will
be a non -discharging system. This type of constructed wetland wastewater has been constructed at several
other state parks in western Colorado and has proven to be an effective and efficient means of wastewater
treatment, especially at the state parks with their highly seasonal use. Most park facilities are operated on a
seasonal nature with the campgrounds unoccupied between November and April.
COLORADO'S
Celebrate 2002 -Colorado's Year of Trails.
Mr. Mark Bean
Page -2-
April 1, 2003
Please review the enclosed application for site approval for the proposed wastewater treatment plant and
provide any comments for submittal to the Colorado Department of Public Health for their consideration
in the approval process. Please sign the application on page 3 as the representative of the local health
authority and return the form to us for submittal to the Colorado Department of Public Health.
Please call me at (970) 434-4158 with any questions or requests for additional information. Thank you for
your assistance.
Sincerely,
G��J -0 6z-, "
Paul G. Lans, P.E.
Project Engineer
enclosure
COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT
Water Quality Control Division
4300 Cherry Creek Drive South
Denver, Colorado 80246-1530
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OR EXPANSION OF:
LIFT STATIONS AND INTERCEPTOR SEWERS
APPLICANT: Colorado Division of Parks PHONE: _(970) 434-4158
ADDRESS: 361 32 Road, PO Box 56
CITY, STATE, ZIP: Clifton CO 81520
Consulting Engineer: N/A Phone: N/A
Address: N/A
City, State, Zip:
A. Summary of information regarding lift station/interceptor sewer:
Proposed Location (Legal Description): NE 1/4, NW 1/4, Section 8
Township: 5 S Range: 92 W County: Garfield
2. Type and capacity of facility proposed: Major Processes Used Aerated: Lagoon witty lined
-total-eAmomtive: constructed wetland
Hydraulic:
10706
gal/day
Organic:
32.4
lbs. BOD5/day
Present PE:
N/A
Design PE: 153
% Domestic:
100
% Industrial:
3. Location of Facility:
Attach a map of the area which includes the following:
1 -mile radius: habitable buildings, topography, and neighboring land uses.
4. Will a State or Federal grant/loan be sought to finance any portion of this project? N/A
5. Present zoning of site area?
Zoning within a 1 -mile radius of site?
6. What entity has the responsibility for operating the propoipd facility? Colorado Division of Parks
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF LIFT STATIONS AND INTERCEPTOR SEWERS
7. Who owns the land upon which the facility will be constructed? United States Bureau of Reclamation
(Please attach copies of the document creating authority for the applicant to construct the proposed facility at this site.)
8. Estimated project cost: $361.800.00
Who is financially responsible for the construction and operation of the facility? Colorado Divion of Parks
and US Bureau of Reclamation
9. Is the facility in a 100 year flood plain or other natural hazard area?
If so, what precautions are being taken?
Has the flood plain been designated by the Colorado Water Conservation Board, Department of Natural
Resources or other agency? N/A
(Agency Name)
If so, what is that designation?
10. Please include any additional factors that might help the Water Quality Control Division make an informed
decision on your application for site approval. See enclosed report
11. The proposed lift station or interceptor sewer, when fully developed, will generate the following additional
load: Peak Hydraulic (MGD): 10706 P.E. to be served: 153
12. Describe emergency system in case of lift station and/or power failure. Emergency water
shutoff and portable generator.
13. Name and address of wastewater treatment plant providing treatment: Colorado Divsion of Parks
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF LIFT STATIONS AND INTERCEPTOR SEWERS
14. The proposed lift station or interceptor sewer, when fully developed, will increase the loading of the
treatment plant to 75 % of hydraulic and 75 % organic capacity and Colorado State Parks
(Name of Treatment Agency)
agrees to treat this wastewater? ]t3.Yes ❑ No
3 S// �G r✓ Civi�L✓�-�nec�
(Date) (Signature and Title))
B. If the facility will be located on or adjacent to a site that is owned or managed by a federal or state agency,
send the agency a copy of this application for the agency's review and recommendation.
C. Recommendation of governmental authorities:
2.
The application shall be forwarded to the planning agency of the city, town, or county in whose jurisdiction(s) the
lift station and/or interceptor sewer is to be located. The applicant shall obtain, from the appropriate planning
agency (agencies), a statement(s) of consistency of the proposal with the local comprehensive plan(s) as they
relate to water quality (subject to the provisions of 22.3(6)).
The application shall be forwarded to the water quality planning agency (agencies) for the area in which the
facilities are to be constructed and for the area to be served by those facilities. The applicant shall obtain, from
the appropriate planning agency (agencies), a statement(s) of consistency of the proposal with any adopted water
quality management plan(s)-
If you have any further comments or questions, please call (303)692-3500.
Recommend Recommend Signature of
Date Approval Disapproval Representative
Local Planning Agency
Budding
I certify that I am familiar with the requirements of the "Regulations for Site Applications For Domestic Wastewater
Treatment Works ", and have posted the site in accordance with the regulations. An engineering report, as
described by the regulations, has been prepared and is enclosed.
DATE
Signature of Applicant Typed Name
ATTACHMENT TO SITE APPLICATION
In accordance with C.R.S. 1981, 25-8-702 (2)(a), (b), and (c), and the "Regulations for Site Applications
for Domestic Wastewater Treatment Works", the Water Quality Control Division must determine that
each site location is consistent with the long range, comprehensive planning for the area in which it is to
be located, that the plant on the proposed site will be managed to minimize the potential adverse impacts
on water quality, and must encourage the consolidation of wastewater treatment works whenever
feasible.
In making this determination, the Division requires each applicant for a site approval for a domestic
wastewater treatment works to supply an engineering report describing the project and showing the
applicant's capabilities to manage and operate the facility over the life of the project to determine the
potential adverse impacts on water quality. The report shall be considered the culmination of the
planning process and as a minimum shall address the following:
Name and address of the applicant
A map identifying the site of the proposed facilities, topography of the area, and neighboring land
uses;
Service area including existing and projected population, and flow/loading projections;
Identification of the treatment entity responsible for receiving and treating the wastewater,-
Legal
astewater;Legal arrangements showing control of site for the project life or showing the ability of the entity to
acquire the site and use it for the project life. Approval by the Division of an application for site
approval shall not be deemed to be a determination that the proposed treatment works is or is not
necessary, that the proposed site is or is not the best or only site upon which to locate such a
treatment works, or that location of a treatment works on the site is or is not a reasonable public
use justifying condemnation of the site. Approval by the Division shall only be deemed to be a
determination that the site application meets the requirement of this regulation 22 (5 CCR 1002-
22).
Confirmation, in writing, from the wastewater treatment entity that it
Will treat the wastewater;
Is not presently receiving wastes in excess of its design capacity as defined in its site
approval and/or discharge permit, or is under construction, or will be in a phased
construction of new or expanded facilities, and will have necessary capacity completed and
operational prior to the discharge from the new interceptor or from the new or expanded lift
station;
Is not presently in violation of any effluent parameters of its discharge permit or operating
under a Notice of Violation and/or Cease and Desist Order from the Division resulting from
discharge permit violations.
Evidence that the lift station and/or interceptor sewer will be operated and maintained by a
responsible person if the applicant is not the treatment entity; and
Implementation plan and schedule, including estimated construction time and estimated start-up
date.
Depending on the proposed project, some of the above items may not be applicable to address. In such
cases, simply indicate the non -applicability of those.
WQCD-3c (Revised 2/99)
COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT
Water Quality Control Division
4300 Cherry Creek Drive South
Denver, Colorado 80246-1530
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF:
A NEW DOMESTIC WASTEWATER TREATMENT PLANT
APPLICANT: Colorado Division of Parks
ADDRESS: 361 32 Road, PO Box
CITY, STATE, ZIP: Clifton CO 81520
Consulting Engineer:
Address:
City, State,
A. Summary of information re¢ardine new wastewater treatment olant
PHONE: (970) 434-4158
Phone:
1. Proposed Location (Legal Description): NE 1/4, NW 1/4, Section 8
Township 5 S Range: 92 WPcr County: Garf;alci
2. Type and capacity of treatment facility proposed: Major Processes Used Aerated Lagoon with lined total
evaporative constructed wetland.
Hydraulic: 10706 gal/day
Organic: 32.4 lbs. BODS/day
Present PE: 0 Design PE: _ 153 % Domestic: 100 % Industrial 0
3. Location of Facility:
Attach a map of the area, which includes the following:
(a) 5 -mile radius: all sewage treatment plants, lift stations, and domestic water supply intakes.
(b) 1 -mile radius: habitable buildings, location of public and private potable water wells, and an approximate
indication of the topography.
4.
Effluent disposal: Surface discharge to watercourse (name) N•Y.A
Subsurface disposal: N/A Land Application: N/A
Other (list):
State water quality classification of receiving watercourse(s):
Evaporation:
Proposed Effluent Limitations developed in conjunction with the Water Quality Control Division:
BODS N/A mg/1 SS N/A mg/l Fecal Coliform N/A /100 ml
Total Residual Chlorine N/A mg/1 Ammonia N/A mg/1 Other
5. Will a State or Federal grant/loan be sought to finance any portion of this project?
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF:
A NEW DOMESTIC WASTEWATER TREATMENT PLANT
What is the distance downstream from the discharge to the nearest other point of diversion?
Name of User:
Address of User:
8. What entity has the responsibility for operating the proposed facility? Colorado Division of Parks
9. Who owns the land upon which the facility will be constructed? Un; r M CrarAc R„reau of RAMI
amat'on
(Please attach copies of the document creating authority in the applicant to construct the proposed facility at this site)
10. Estimated project cost: $361.800
Who is financially responsible for the construction and operation of the facility? Col orado ni p+ c; on of Parkc and
U.S. Bureau of Reclamation
11. Names and addresses of all municipalities and water and/or sanitation districts within 5 miles downstream of the proposed
wastewater treatment facility site.
None
a separate sheet of paper if necessary)
12. Is the facility in a 100 -year flood plain or other natural hazard area?
If so, what precautions are being taken? 100 year flood flow will , ed a o,nd the facility
Has the flood plain been designated by the Colorado Water Conservation Board, Department of Natural Resources or
other agency?
(Agency
If so, what is that designation?
13. Please identify any additional factors that might help the Water Quality Control Division make an informed decision on
your application for site approval.
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF:
A NEW DOMESTIC WASTEWATER TREATMENT PLANT
B. If the facility will be located on or adjacent to a site that is owned or managed by a federal or state agency, send
the agency a copy of this application for the agency's review and recommendation.
C. Recommendation of governmental authorities:
3.
4.
5.
Please address the following issues in your recommendation decision. Are the proposed facilities consistent with the
comprehensive plan and any other plans, policies, and/or regulations for the area, including the 201 Facility Plan or 208
Water Quality Management Plan, as they affect water quality? If you have any further comments or questions, please call
(303) 692-3500.
Recommend Recommend Signature of
Date Approval Disapproval Comment Representative
Agency
2.
City or Town (If site is inside boundary)
Authority
Water Quality Management Planning Agency
I certify that I am familiar with the requirements of the "Regulations for the Site Application Process", and have posted
the site in accordance with the regulations. An engineering report, as described by the regulations, has been prepared and
is enclosed.
Date
Signature of Applicant Typed Name
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF:
A NEW DOMESTIC WASTEWATER TREATMENT PLANT
ATTACHMENT TO SITE APPLICATION
In accordance with C.R.S. 1981, 25-8-702 (2)(a), (b), and (c), and the "Regulations for the Site Application Process",
the Water Quality Control Division must determine that each site location is consistent with the long range,
comprehensive planning for the area in which it is to be located, that the plant on the proposed site will be managed to
minimize the potential adverse impacts on water quality, and must encourage the consolidation of wastewater
treatment works whenever feasible.
In making this determination, the Division requires each applicant for a site approval for a domestic wastewater
treatment works to supply an engineering report describing the project and showing the applicant's capabilities to
manage and operate the facility over the life of the project to determine the potential adverse impacts on water quality.
The report shall be considered the culmination of the planning process and as a minimum shall address the following:
Service area definition including existing and projected population, site location, staging or phasing,
flow/loading projections, and relationship to other water and wastewater treatment plants in the area
Proposed site location, evaluation of alternative sites, and evaluation of treatment alternatives.
Proposed effluent limitations as developed in coordination with the Division.
Analysis of existing facilities within the service area(s)
Analysis of opportunities for consolidation of treatment works in accordance with the provisions of
22.3(1)(c), including those recommended in the water quality management plan, unless the approved
water quality management plan recommends no consolidation.
Evidence that the proposed site and facility operations will not be adversely effected by floodplain or
other natural hazards. Where such hazards are identified at the selected site, the report shall describe
means of mitigating the hazard.
Evidence shall be presented in the form of a report, containing soils testing results and design
recommendations and prepared by a Professional Geologist and a Geotechnical Engineer, or by a
professional meeting the qualifications of both Professional Geologist and Geotechnical Engineer, with
an appropriate level of experience investigating geologic hazards, stating that the site will support the
proposed facility.
Detailed description of selected alternatives including legal description of the site, treatment system
description, design capacities, and operational staffing needs.
Legal arrangements showing control of site for the project life or showing the ability of the entity to
acquire the site and use it for the project life. Approval by the Division of an application for site
approval shall not be deemed to be a determination that the proposed treatment works is or is not
necessary, that the proposed site is or is not the best or only site upon which to locate such a treatment
works, or that location of a treatment works on the site is or is not a reasonable public use justifying
condemnation of the site. Approval by the Division shall only be deemed to be a determination that the
site application meets the requirement of this regulation 22 (5 CCR 1002-22).
Institutional arrangements such as contract and/ or covenant terms which will be finalized to pay for
acceptable waste treatment.
Management capabilities for controlling the wastewater loadings within the capacity limitations of the
proposed treatment works, i.e., user contracts, operating agreements. nretieatment remrirementc a, A . ,
Rifle Gap State Park
Wastewater Treatment
Process Design Report
April 1, 2003
Prepared by:
Colorado Division of Parks
Recreation Rehab Office
P.O. Box 56
Clifton, Colorado 81520
Phone: (970) 434-4158
U.S. Bureau of Reclamation
Western Colorado Area Office
P.O. Box 60340
Grand Junction, Colorado 81506
Phone: (970) 248-0600
Table of Contents
General.................................................................
Description and purpose of project. . ....................................
Existingplant . .....................................................
Description of contributing service area .................................
Population figures ..................................................
Flow and loading calculations .........................................
Field survey data ...................................................
Colorado Discharge Permit System permit limits ..........................
Soil investigations and core borings ....................................
Potable water supply .............. ............................ .
Page 1
Page 1
Page 2
Page 2
Page 3
Page 3
Page 3
Page 3
Page 3
Page 4
Design Calculations....................................................... Page 4
Technical Report.
........................................................
Page 5
Size and location of plant structures ....................................
Page 5
Schematic flow diagram .............................................
Page 5
General piping arrangements ..........................................
Page 5
Flows and solids balance .............................................
Page 6
Pump location, type and size ..........................................
Page 6
Type of Treatment ..................................................
Page 6
Natural Hazards and Flood Plain . ......................................
Page 9
Design Flow Rate ...................................................
Page 9
Industrial waste contribution ..........................................
Page 9
Average, maximum month and peak flows and organic loads ................
Pagel l
Mechanical systems ................................................
Page 11
System Design ....................................................
Page 11
Preliminary Operation Plan ................................................ Page 21
Financial Ability ................................. Page 21
Plan and Schedule ................................................. Page 21
System Cost Estimate .............................................. Page 21
APPENDIX A .......................................................... Page 23
APPENDIX B .......................................................... Page 25
APPENDIX C .......................................................... Page 35
1. General
a. Description and purpose of project.
Rifle Gap Dam is located on Rifle Creek approximately 6 miles north of the town of Rifle,
Colorado (See Drawing R-100, Location Map). Rifle Gap Dam was constructed by the Bureau
of Reclamation (Reclamation) and was completed in 1967. The reservoir's primary purpose is to
provide irrigation water to lands served by the Silt Water Conservancy District which operates the
reservoir facilities. Rifle Gap State Park (Park) includes 365 acres of reservoir surface (at normal
high water level) and 1,484 acres of surrounding lands. Most of the lands surrounding the Park are
owned by various state and federal agencies except for the northeastern corner of the Park which
is bordered by private farm land along the East Rifle Creek valley.
Prior to construction of the dam West Rifle Creek and East Rifle Creek merged to form Rifle
Creek 400 feet downstream from the centerline of the dam. The Park area includes the narrow
valleys along both East & West Rifle Creek. The Grand Hogback formation forms the southern
side of the Park while the northern side of the Park consists of mancos shale outcrops. Elevations
in the Park range from 5800 to 6800 feet. The climate is semi -arid with an average annual
precipitation of 11.6 inches. Average daily temperatures range from 22 degrees F in January to 70
degrees F in July.
Reclamation continues to own the reservoir and the lands surrounding the reservoir which together
make Rifle Gap State Park. The Colorado Division of Parks has contracted with the Bureau of
Reclamation to manage recreation use at Rifle Gap State Park since 1968 and has a contract to
continue this management through 2016. Recreation facilities at Rifle Gap State Park (Park) are
being improved under a cooperative effort between the U.S. Bureau of Reclamation and the
Colorado Division of Parks. Under the terms of the cooperative agreement between the two
agencies all costs incurred in the rehabilitation of facilities at Rifle Gap State Park will be shared
equally. The scope of this project is to significantly expand public recreational facilities at Rifle
Gap State Park including campgrounds, day use facilities and park administrative and maintenance
facilities. Since Rifle Gap State Park was first developed in 1968 there have been no flush
restroom s or any other facilities requiring onsite wastewater disposal systems in the public use
areas of the Park. The only restroom facilities provided were vaulted toilet buildings from which
waste is pumped and hauled to an offsite wastewater treatment plant. Water service has been
limited to dispersed yard hydrants at several locations. The existing park offices and maintenance
facilities are located at a remote section of the Park and will be turned over to the Colorado
Department of Wildlife as soon as the new facilities are completed (See Drawing R-101, Proposed
Facilities).
The new facilities scheduled to be constructed at the Park will include restroom and shower
buildings, RV campsites including some with full utility hook-ups, a fish cleaning station,
plumbed rental cabins, and new Park visitors center and maintenance buildings. These new
facilities will all be located in the primary public use area of the Park which is the northeast comer
of Rifle Gap State Park (See Drawing R -101) -
As part of the planned improvements at the Park, water and wastewater services will be
developed to serve the new facilities. Water wells have been developed along East Rifle
Creek to provide water for domestic use at the Park. Water rights are being secured
through the State Engineer's Office and are expected to be in place by March 2003.
Page 1
Development of the new facilities at Rifle Gap State Park began with construction of 3
new water wells in November 2001 and continued in November 2002 with construction
of site work improvements and boat ramp construction. Construction of the first
facilities requiring wastewater service is scheduled to begin during the summer of 2003.
The scheduled improvements to be constructed in this phase of the project include the
Park Visitors Center building, the Park maintenance building, RV campsites and
restroom/shower buildings. Completion of all new facilities planned for Rifle Gap State
Park is expected during 2005.
b. Existing plant.
There are no existing wastewater treatment facilities within Rifle Gap State Park except
for a small absorption field system for the current Park Headquarters building. The only
waste collection within the Park are dispersed vaulted toilets which are pumped and
hauled to a municipal wastewater treatment plant. The existing Park Headquarters
building which is located at the far west end of the park away from the public use areas
operates on a septic system. An existing wastewater lagoon treatment system serves the
Rifle Correctional Center located to the west of the Park, approximately 2 miles from
where the proposed new Park facilities will be located. The city of Rifle, CO, located 6
miles south of Rifle Gap State Park also has a wastewater treatment system. Analysis of
potential consolidation opportunities will be covered in the review of alternatives
C. Description of contributing service area.
The service area for the proposed treatment plant will be the Rifle Gap State Park
recreation and administrative facilities and will be domestic in nature. The full
development of Park facilities will be complete when this current phase of recreation
facilities construction is complete in 2005. There is very limited usable land resources
within the Park due to the reservoir surface area and steep terrain. Completion of the
facilities as outlined in this plan will represent maximum development at the Park.
Facilities planned for the Park which will be serviced by the proposed plant include 40
full service RV campsites including individual water and sewer connections, 10 walk-in
campsites, 4 camper services buildings with toilet and shower facilities, a fish cleaning
station, 5 plumbed rental cabins, an RV wastewater dump station, 43 additional RV
campsites without individual utility hook-ups, a Park Maintenance building, a group use
shelter, distributed day use areas and a Park Visitor's Center.
All of the new facilities except the maintenance building and the visitors center will be
operated on a seasonal basis from April through October.
Page 2
d. Population figures.
There are no developed areas near the boundaries of Rifle Crap State Park, except for the
Rifle Correctional Center (RCC) located adjacent to the western boundary of the Park.
The Park is predominantly surrounded by public lands owned by the Bureau of Land
Management and the Colorado Division of Wildlife. Since these lands are managed
primarily for wildlife and resource uses and are restricted from commercial development
there is no expected future wastewater generation expected from these surrounding lands.
e. Flow and loading calculations.
Flow and loading calculations have been estimated based on maximum development at
the Park. Once the proposed development is completed there is no expectation of future
additional development occurring at the Park. Developable land in the Park is very
limited due to maximum possible reservoir levels and steep terrain in the remaining areas
of the Park, therefore full development at the Park will be complete with the
developments proposed under this plan.
f. Field survey data.
Colorado State Parks operates several other parks in western Colorado that are similar in
size, visitor facilities and use patterns as those projected for Rifle Gap State Park after
the proposed developments are completed. Historical hydraulic and organic loadings
from these other parks have been utilized in estimating projected flows at Rifle Gap State
Park.
g. Colorado Discharge Permit System permit limits.
The proposed wastewater system will be 100% evaporative therefore effluent
requirements will not be applicable to this project. No discharges are planned or
projected for the future so the system will have no impact on water quality.
h. Soil investigations and core borings.
A geologic report was prepared by the Bureau of Reclamation in 1992 to provide
preliminary geologic information for the planning of the new facilities for the Park. This
report contains information on soil samples collected from auger holes and the results of
percolation tests performed to investigate the suitability of the soils for wastewater
absorption fields. All of the 24 percolation tests performed yielded results within the 5 to
60 minutes/inch range established by the Colorado Department of Health as acceptable
for absorption performance.
Additional geological soil investigations are scheduled including specific borings and
soil tests for the proposed plant site.
Page 3
Potable water supply.
Potable water will be obtained from three water wells constructed near East Rifle Creek
at the east end of the Park in November 2001. The water will be treated onsite in the
Park and all use of the water from these wells will be within the Park. Water rights are
currently being secured for sufficient water rights to supply the estimated projected
maximum annual consumption. The water rights will allow the Park to use the rights to
extinction, so that the proposed totally evaporative wetland treatment system will not
affect or injure the quantity of water available to other vested water rights. An
augmentation plan has been submitted to District Court, Water Division 5 and is pending
in case 02 -CW -150. The Office of the State Engineer has determined that the proposed
evaporative wetland treatment system will not injure any other water rights. Please refer
to the letter in Appendix A from the Office of the State Engineer in regards to the water
court case. A final decision is expected in June 2003.
2. Design Calculations.
Design calculations for estimated hydraulic and organic flows are included in the
following technical design report and additional design calculations are included in
Appendices B through C.
Page 4
3. Technical Report
a. Size and location of plant structures.
The proposed treatment system consists of two buried septic tanks for primary
sedimentation followed by an aeration cell. Wastewater will then be distributed into a
PVC lined constructed wetland sized using estimated inflows, precipitation and
evaporation data and organic loading parameters.
b. Schematic flow diagram.
SLUDGE TO SLUDGE TO
MUNICIPAL MUNICIPAL
TREATMENT TREATMENT
PLANT PLANT
AERATION CONSTRUCTED
INFLUENT EFFLUENT LAGOON EFFLUENT TO WETLAND
nn CONSTRUCTED TOTAL
•nxx WETLAND
EVAPORATIVE
SLUDGE TO
MUNICIPAL
TREATMENT
PLANT
Figure 1 - Schematic Flow Diagram
C. General piping arrangements.
Pipeline flow will be linear in order and no bypasses or recirculation will be installed.
Page 5
d. Flows and solids balance.
Flows will be linear throughout the system. Some sedimentation of solids will occur in
both the septic tanks designed for grit collection and primary sedimentation and in the
aeration lagoon before effluent release into the constructed wetland. Estimates of solids
removal are shown in the calculations shown below for the system design.
e. Pump location, type and size.
Lift stations will be required at 4 locations along the wastewater collection system. The
final lift station will pump the wastewater into the parallel septic tanks for primary
sedimentation. The system will be designed so that all flows from the septic tanks
through final evaporation of the wetland will be by gravity flow.
f. Type of Treatment.
Evaporative wetland wastewater treatment systems have become a typical treatment
system at Colorado State Parks on the western slope of Colorado in the last 10 years.
There are evaporative wetland systems in operation at 5 other western Colorado State
Parks of similar size. The evaporative wetland systems have proven very effective and
efficient for the particular needs of a state park. The climate of the lower elevations of
western Colorado is very well suited to a totally evaporative wetland treatment system.
Because of the low annual precipitation and high evaporation rates in the and regions of
western Colorado such as Rifle Gap State Park the land area required for an evaporative
wetland system is minimal. This is critical at Rifle Gap State Park due to the extremely
limited amount of usable land space within the Park both because of the extent of the 100
year flood plain of Rifle Gap Reservoir and the rugged terrain that makes up the majority
of land within the Park.
The seasonal nature of wastewater flows at a state park is also a beneficial effect of the
evaporative wetland system. Wastewater flows are high during the spring and summer at
the Park and become minimal from October through April.
Alternatives Considered:
1. Septic tank/ Absorption Field System.
Geological field tests were conducted at the areas of the Park where new facilities
development was planned in 1992. Percolation tests were conducted at the
various sites (24 tests in total) and all yielded results within the 5 to 60 min/in
range established by the Colorado Department of Health as acceptable for
absorption field systems. Although available land space within the Park that is
above the 100 year flood plain and required setback distance is very limited, it
would be possible to locate an absorption field system at each of the separate
campground areas. Each of the systems would be sized in the 500 to 2000 gallon
per day range.
Page 6
2. Consolidated septic tank/ Absorption Field System.
An absorption system designed for the proposed capacity of 10,706 gallons per
day would have to meet setback distances from nearby facilities as required by
the Colorado Department of Health's "Guidelines on Individual Sewage Disposal
Systems". The distance required from an absorption field of this size from the
high water level of Rifle Gap Reservoir would be 869 feet. There are no feasible
locations within the property boundary of the Park which would meet this
requirement, therefore this option is not analyzed further.
3. Force Main to Rifle Correctional Facility.
The Rifle Correctional Center (RCC) is located adjacent to the western boundary
of Rifle Gap State Park and operates a wastewater treatment facility. The
treatment facility at the RCC is located 2 miles to the west of the beginning of the
proposed development area of the Park. The RCC treatment plant is located
upstream of the Park on West Rifle Creek, approximately 80 feet higher in
elevation than the proposed Park facilities. Therefore, it would require a series of
lift stations and force main to connect the Park to the RCC wastewater treatment
plant. There is currently no electrical power in this area so primary electrical
power including transformers would have to be installed in conjunction with the
force main along the entire route.
The environmental assessment completed by the U.S. Bureau of Reclamation to
authorize the proposed developments contains a commitment that no
development will occur within the western area of the Park. A force main
connecting the proposed Park developments to the RCC treatment facility would
be routed through this area for approximately one mile. A new environmental
assessment would be required before a force main with electrical power and
associated facilities could be constructed in this area as outlined in the National
Environmental Policy Act of 1969, the Endangered Species Act, and related
Department of Interior policies and regulations.
The cooperative agreement between the U.S. Bureau of Reclamation and
Colorado State Parks restricts the spending ofRec Rehab project funds within the
boundaries of Rifle Gap State Park. A new or modified agreement would be
required to construct the force main outside of the Park. Fiscal appropriations by
both agencies would have to be modified to allow spending funds outside of the
project area. These appropriations may require approval by the State Legislature
and U.S. Congress.
Page 7
A preliminary cost estimate for this alternative (presented in Appendix C) at
$589,516, representing the initial development cost only, is significantly more
expensive than the proposed wetland system at $361,800. Additionally there
would be other considerable operational and construction issues including long
non-aerated transit lines, multiple lift stations, back-up generators and annual
maintenance.
A long term agreement between the Bureau of Reclamation, Colorado State Parks
and the Department of Corrections would be required for any proposed
combination of wastewater treatment facilities between the Park and the RCC.
Capital costs addressing the impact of the Parks wastewater flows on the RCC's
capacity utilization would have to be addressed as well as annual operating costs
of the treatment facility. The combined operating and maintenance costs of the
additional lift stations, annual operating fees paid to the RCC and additional
capital costs for the RCC treatment facility would be considerably higher than
that required for operation of the proposed on-site evaporative wetland treatment
system. Annual operating fees and maintenance costs would be added to the
initial development cost above, further reducing economic benefit.
Taking into account the environmental and fiscal authority constraints, the
additional expense of both initial construction and ongoing operation and
maintenance make this option impractical and excessively costly compared to the
proposed alternative.
4. Force Main to city of Rifle, Colorado.
The city of Rifle, Colorado is located approximately 6 miles south of Rifle Gap
State Park has an existing wastewater treatment system. Any possible connection
to the city of Rifle would require a very difficult and long sewer line routing
including routing around Rifle Gap Reservoir and along Rifle Creek through Rifle
Gap in the Grand Hogback. To reach the city of Rifle system would require
sections of gravity and force main sewer including several lift stations. The
routing through Rifle Gap would all be constructed within the flood plain of Rifle
Creek requiring additional construction and maintenance costs. A preliminary
cost estimate for this alternative (presented in Appendix C) at $889,716 is
significantly more expensive than the proposed wetland system at $361,800.
Additionally there would be other considerable operational and construction
issues including long non-aerated transit lines, multiple lift stations, back-up
generators, easement acquisition and annual maintenance. Operational expenses
for additional lift stations and annual wastewater treatment fees to the City of
Rifle would also be incurred.
Page 8
The cooperative agreement between the U.S. Bureau of Reclamation and
Colorado State Parks restricts the spending of Rec Rehab project funds within the
boundaries of Rifle Gap State Park. A new or modified agreement would be
required to construct the force main outside of the Park. Fiscal appropriations by
both agencies would have to be modified to allow spending funds outside of the
project area.
Taking into account the fiscal authority constraints and the additional expense of
both initial construction and ongoing operation and maintenance make this option
impractical and excessively costly compared to the proposed alternative.
g. Natural Hazards and Flood Plain.
The proposed wastewater treatment plant site will be located above the 100 -year flood
plain of Rifle Gap Reservoir. Rifle Gap dam has an uncontrolled spillway with a crest
elevation of 5960 feet. The dam and spillway was designed for a maximum flood flow of
3.645 efs at an elevation of 5971.8 feet. The proposed treatment plant site will be located
where the minimum elevation within the treatment site will be 5984 feet.
The treatment plant site is located within a small drainage area of approximately 310
acres. (See Figure 2) The maximum recorded 24 hour rainfall event at Rifle, CO, 6 miles
south of the Park is 2.1 inches from a period of record for 9/9/1910 to 12/31/2001. For
the drainage area above the treatment site of 310 acres, a storm of 2.1 inches would
deliver a maximum flood flow past the treatment site of 651 cfs. A flood channel will be
provided to direct this peak flood flow past the treatment plant without impacting its
operations.
h. Design Flow Rate.
Estimated flow rates for design purposes are generally obtained from the Colorado
Department of Health - Water Quality Control Division's "Guidelines on Individual
Sewage Disposal Systems" which recommends an average daily wastewater flow of 50
gallons per unit per day (gpcd) for each campsite, 75 gallons per unit per day for each
cabin. The design flow calculations are shown in detail in Table 1.
Industrial waste contribution.
There will be no industrial waste contribution to the wastewater flows developed at Rifle
Gap State Park.
Page 9
FIGURE 2
DRAIlVAGE AREA= 310 ac 67C
PROPOSED WV P SITE
39'37" -
Mapped, edited, and published by the Geological Survey
Lwb o` Control by USGS and NOS/NOAA
u Topography by photogrammetric methods from aerial
photographs taken 1964. Field checked 1966
Polyconic projection. 1927 North American Datum
10,000 -foot grid based on Colorado coordinate system,
central zone
1000 -meter Universal Transverse Mercator grid ticks,
zone 13, shown in blue
Fine red dashed lines indicate selected fence lines
Where omitted, land lines have not been established
or are not shown because of insufficient data
To place on the predicted North American Datum 1983
move the projection tines 6 meters north and
54 meters east as shown by dashed corner ticks
MN
GN //rI
1-43'I 222 MILS
31MIL5
UTM GRID AND 1987 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
There may be private inholdings within the boundaries
of the National or State reservations shown on this map
Page 10
FI
j. Average, maximum month and peak flows and organic loads.
Campground and day use at the Park is seasonal and mostly occurs from April through
October. To save maintenance and operation costs during the off season of November
through March most park visitor facilities are closed. The estimated maximum daily
wastewater flow for the Park at full capacity is 8080 gallons per day with a
corresponding BODS of 24.44 lbs. per day. The proposed system will be designed for an
additional 32.5% of capacity providing a system designed for 10,706 gpd and 32.4 lbs.
BODS. Calculations reflecting these quantity estimates are shown in Table 1.
Campground occupancy rates reach 100% only occasionally during the peak summer use
periods and weekend campground occupancy rates are generally much higher than
weekday use. Because of these highly variable rates at the Park for wastewater
generation the required wetland surface area is dependant on an accurate assessment of
yearly wastewater flows. Estimated monthly hydraulic and corresponding organic
loadings are presented in Tables 2 and 3. These figures are based on historical use figures
and campground occupancy rates at similar state parks.
L Mechanical systems.
The mechanical and electrical systems for the treatment plant will be outlined in the final
plans.
The aeration system will utilize two 2 hp. AIRE-OZ aspirating aerators. The control panel
and disconnect for this system will be located adjacent to the aeration basin. A NEMA
enclosure will house required electrical equipment. The electrical system will include
motor controls, timers for the aerators, and H -O -A switches. There will be no mechanical
or electrical systems associated with the wetland.
1. System Design.
The system will begin with two 1000 gallon septic tanks arranged in parallel for primary
sedimentation and grit removal. The septic tanks will be pumped as required and
transported to an approved municipal wastewater treatment facility. The effluent from
the septic tank will flow into an aerated basin for primary treatment. The effluent
wastewater will then be distributed into the cattail planted constructed wetland for
treatment and evaporation. The wetland is designed to fully oxidize the remaining BODS
and provides a variety of treatment mechanisms for other wastewater contaminants
including sedimentation, filtration, chemical precipitation, absorption, microbial
interactions with contaminants and vegetation uptake. Preliminary design calculations
and system details are of the proposed constructed wetland treatment system are
provided below.
Page 11
Description of use
Cottonwood Campground
Group Use/ Picnic Sites
Maintenance Building
Cedar Campground
Pinon Cabins - 5 ea
4 persons/cabin
Steigeruwald Campground
Sage Campground
Day Users at boat ramp
Fish Cleaning Station
Park Visitors Center
Visitors
Employees
Peak Monthly Use - July:
Table 1
72720
gal
RIFLE GAP STATE PARK
88880
ESTIMATED MAXIMUM USE DAY
Total =
HYDAULIC AND ORGANIC WASTEWATER
FLOW
Hydraulic Organic
TOTAL
TOTAL BODS
Design Design
Wastewater
Organic
UNITS Loadingtr•2) Loadingl1•2>
Flow
Loading
gal/unit (lbs. BODS)
gal/day
(lbs. BODS)
CAMPGROUNDS AREA
8 campsites 50 0.12
400
0.96
200 persons 3 0.01
600
2.00
8 employees 25 0.06
200
0.48
16 campsites 50 0.12
800
1.92
20 pesons 75 0.12
1500
2.40
50 campsites 50 0.12
2500
6.00
19 campsites 50 0.12
950
2.28
210 visitors 3 0.01
630
2.10
1 each 500 6.30
500
6.30
ESTIMATED MAXIMUM DAY TOTAL =
8080
24."
or 5.61 GPM
PARK VISITORS CENTER
50 visitors 3 0.01
6 employees 20 0.06
ESTIMATED MAXIMUM DAY TOTAL =
9 Weekend days @
22 Weekdays @
Average Day Use -July:
161600 gpd over 31 days
150 0.50
120 0.36
270 0.86
or 0.19 GPM
8080 gpd =
72720
gal
4040 gpd =
88880
gal
Total =
161600
gal
Average day =
5213
gpd
References:
(1) Colorado Department of Health - Water Quality Control Division: "Guidelines on Individual Sewage
Disposal Systems", revised 2000.
(2) Based on observation of design Flows from Ridgway State Park fish cleaning station and a BODS effluent of 1500 mg/l.
Page - 12
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Flow Measurement
All wastewater flows will enter the wastewater treatment facility from the final
lift station on the collection system. Flows will be metered on the final force main
as it enters the treatment system.
2. Primary Sedimentation
Wastewater from the final lift station in the collection system will flow into two
1000 gallon septic tanks placed to serve as sedimentation and grit collection
chambers. This amounts to 4.0 hours of detention time at maximum daily flow
and 7.3 hours of detention time average daily flow.
The estimate for annual generation of BODS is 2682 lbs. Fifty percent of the
BODS is suspended solids and approximately 60% of the suspended solids may
settle out in the sedimentation tanks. In the tanks biological activity will reduce
the volatile solids 50% and increase sludge density from 3% to 7%.
Tank accumulations = 2682 lbs. BODS x 50% x 60% x 50% = 402 lbs.
At 7% density and scheduled pump -out at 30% full, the tanks will hold 350 lbs. of
sludge. (2000 gal. x 30% x 7% x 8.33 lbs/gal). It is recommended that the tanks
be pumped once a year.
3. Aeration Basin
Aerated lagoon treatment systems are commonly used and accepted throughout
the state of Colorado. These systems require low maintenance and prove highly
reliable over time. The primarily summer nature of the use of the Park and
associated generation of wastewater flows will also enhance the effectiveness of
the aerated lagoon because of the reductions of problems associated with winter
operations.
The aeration units will be disconnected during the winter months and the basin
will function as a stabilization pond. Influent during the winter months of
November through March is estimated to be only 0.024 lbs. BODS per day and
with the septic tank sedimentation assumption shown above this will be reduced
to 0.004 lbs. BODS per day. Colorado Department of Health and Environment
design criteria allows a maximum of 0.5 lbs. BODS to be applied to each 1000
square feet of stabilization pond surface. The proposed basin surface area is 1900
square feet with the capacity to oxidize 0.95 lbs. BODS.
The aeration basin has bpee designed to reduce the wastewater organic loadings
to levels compatible with recommended constructed wetland design parameters.
Calculations showingB9R removal rates, design coefficients and retention
times are shown in Table 4.
Page 15
TABLE 4
RIFLE GAP STATE PARK
BODS REMOVAL CALCULATIONS
MEAN
LAGOON
BODS
RETENTION TIME
TEMP.0
TEMP.0)
COEFFICIENTO
BODS % REMOVED (E)t31
MONTH degrees F
degrees C
Kt
DAYS 0- 50% DAYS CD 75%
JAN
22.9
0
0.026
16.9
50.7
FEB
30.1
0
0.026
16.9
50.7
MAR
38.8
4
0.034
12.6
37.9
AP
47.7
9
0.050
8.6
25.9
M q
56.3
14
0.073
6.0
17.9
JUN
64.6
18
0.104
4.2
12.6
Jul-
70.9
22
0.136
3.2
9.6
AUG
69.0
21
0.125
- 3.5
10.4
SEP
60.4
16
0.087
5.0
15.0
OCT
49.2
10
0.054
8.1
24.3
NGV
36.3
2
0.031
14.1
42.2
DEC
25.8
0
0.026
16.9
50.7
(1) Obtained from mean monthly average air temperature at Rifle, CO for a period of record from 1910 to 2000.
(2) Great Lakes -Upper Mississippi River Board of State Public Health and Environmental Managers,
Recommended Standards for Wastewater Facilities", 1990 Edition, (Health Education Services,
Albany, NY, 1990)
K:=Temperature Reaction Coefficient = K2o x (1 -08)T-20
Keo = 0.12 /day
Ki = 0.06 /day
CONST = 1.08 (Metcalf and Eddy)
(3) Obtained from "Recommended Standards for Wastewater Facilities', where retention time and BODS
removed are computed from the following formula:
t=detention time = E/(2.3Koc(100-E))
E= percent BODS removed in an aerated pond
Ki= reaction coefficient, aerated lagoon, base 10. For normal domestic wastewater,
the K1 value may be assumed to be 0.12/day at 20°C and 0.06 at 1 °C.
Page 16
The aeration basin has been sized to achieve a minimum of 50% BODS removal
of maximum daily inflow. From Table 4 the minimum retention time for a 50%
reduction of BODS is 3.2 days. Calculations regarding basin size are provided
below.
V Te* = Q m x Detention Time
where V Tsok = Volume of the aeration basin.
Maximum daily inflow.
therefore;
V Tank = 10,706 gpd x 3.2 days = 34,259 gallons or 4,580 ft3
Design V Tank = 5,655 ft' (Increase tank 15% for sludge storage)
Use 38 ft. x 50 ft. x 8 ft. deep aeration pond with 2:1 side slopes. Add 2 ft. of
freeboard per guideline criteria. Total water surface area = 1900 ft2.
Based upon past experience at other parks, the maximum daily design flow of
10,706 gallons will occur on just a few days around summer holiday weekends.
Minimum retention times in the aeration basing will therefore be longer than the
minimum 3.2 days throughout most of the year. Table 5 presents estimated
retention times, BODS removal from the aeration basin and subsequent BODS
influent into the constructed wetland.
Aeration and mixing will be provided from two 2 hp. AIRE-02 aerators
manufactured by Aeration Industries International, Inc.. The system is designed to
maintain a minimum of 2.0 mg/l of dissolved oxygen and supply 2.0 lbs. of
oxygen for each pound of BODS.
Organic waste in the aeration basin will be converted to CO2, methane, and inert
sludge. The seasonal operation of the basin will mean that approximately 5
months of anaerobic degradation will occur in the basin. Approximately 25% of
the influent waste ends up as sludge which may accumulate in the basin'). Sludge
accumulations in the lagoons will be monitored and removed periodically as
necessary. The basin size design was increased by 15% to provide for additional
storage volume for potential sludge accumulation.
4. Constructed Wetland
The constructed wetland treatment system design consists of two primary design
concerns: 1) Analysis of climatic and evapo-transpiration data for this geographic
location so that the required area of the wetland can be determined to ensure
Page 17
evaporation of all wastewater flows, 2) Designing the wetland properly to handle
the organic loading and ensure sufficient oxygen transfer.'
Evaporation Design:
Climatic conditions were evaluated for the average precipitation year and for the
maximum and minimum precipitation years on record. Precipitation records were
obtained from the Colorado Climate Center for observations conducted at the
Rifle Airport, 5 miles south of Rifle Gap State Park, for a period of record
between 1910 and 2001. The average yearly precipitation rate is 11.61 inches per
year, the minimum annual precipitation recorded was 6.90 inches in 1960 and the
maximum was 21.76 inches in 1985. A monthly water budget and wetland storage
analysis for each condition is included in Appendix B.
In an average precipitation year a wetland area of 0.75 acres will be required to
fully evaporate the annual wastewater flow in the Park. In drier years net
evaporation would result in a reduction of total storage volume in the wetland and
wet years the depth of water levels would increase.
Wetland Treatment Process Design:
The wetland will be designed to fully oxidize BODS and provide a range of
treatment mechanisms including sedimentation, filtration, chemical precipitation,
absorption, microbial interactions with contaminants and uptake by vegetation.
Vegetation will be obtained from commercial sources in the Rifle, CO area and
transplanted within the constructed wetland including cattails (typha sp.), reeds
(phragmite ssp.), rushes (scirpus sp.), sedges (carex sp.) and other native wetland
species. The wetland will be lined with a 20 mil PVC liner covered with 12"
topsoil obtained from associated construction. Wastewater from the aeration cell
will be distributed into the wetland through gated irrigation pipe for even
distribution.
The design calculations shown in Table 6 show that a wetland area of 0.75 acres
will meet organic and hydraulic design loading recommendations on a seasonal,
monthly and peak day basis and will meet the annual evaporation requirement for
the average precipitation year. The wetland will be planted one third with cattails
(typha species) that thrive in submerged water conditions. The wetland will be
gradually sloped up from there and will the remainder will be planted with
rushes, sedges, £oxtail and a variety of other species that are adapted to occasional
inundation.
' Bowman, T.M. Richard. "Troubleshooting the Aerated and Faculative Waste Treatment Lagoon", paper
presented at the Natural/Constructed Wetlands Treatment Systems Workshop, Denver, CO, September, 1991.
Page 18
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TABLE 6
Hydraulic Loadina:
Design Recommendation: 0.015-1.050 MGD/acre/day
Rifle Gap Hydraulic Loading: 0.014 MGD/acre/day (Acceptable)
Organic Loadina:
Design Recommendation: <60 lbs BODs/acre/day
Rifle Gap Organic Loading:
Seasonal Average: 3.1 lbs BODs/acre/day (Acceptable)
Peak Month: 3.6 lbs BODs/acre/day (Acceptable)
Peak Day (10,080 gpd with 5 day
retention and 50% BODS removal
rate): 12.2 lbs BODs/acre/day (Acceptable)
Oxvaen Transfer Reauirements
Design Recommendation:
1.5 x BODS loading
lbs 02
Oxygen Available:
178 lbs/acre/day
Rifle Gap Oxygen Available:
178 lbs/acre/day x
0.75 acres=
133.5 lbs/day
Rifle Gap Oxygen Required:
Seasonal Average
3.1 lbs/day x
1.5 =
4.7 lbs/day
Peak Month
3.6 lbs/day x
1.5 =
5.3 lbs/day
Peak Day
12.2 lbs/day x
1.5 =
18.3 lbs/day
(Acceptable for all loading levels.)
0) U.S. Environmental Protection Agency. Design Manual for Constructed Wetlands and Floating Aquatic Plant for
Municipal Wastewater Treatment, EPA 625/1-88-022, Cincinnati, OH, Sep 1988.
(2) Watson, J.T., S.C. Reed, R.H. Kadlec, R.L. Knight, A.E. Whitehouse. 'Performance Expectations and Loading
Rates for Constructed Wetlands". D.A. Hammer, Constructed Wetlands for Wastewater Treatment, 831 pgs.
(Lewis Publishing, Chelsea, MI 1989).
Page 20
4. Preliminary Operation Plan
a. Financial Ability.
Operational and maintenance expenses for the proposed wastewater treatment system
along with all other Park operations and expenses are shared between the State of
Colorado and the U.S. Bureau of Reclamation through annual appropriations. This
funding status is contained in agreement between the two agencies which includes this
Park and other parks in the area.
b. Plan and Schedule.
Planning has begun for the proposed Park improvements and construction of the new
Park Visitors Center and Maintenance Building are scheduled to begin during the
summer of 2003. Both buildings will be constructed with attached septic systems and
absorption fields, both of which will be less than 2000 gallons per day. The Maintenance
Building will be connected to the evaporative wetland treatment system when completed
and the septic system will be disconnected and abandoned at that time. The campground
expansions and cabin construction along with the proposed wastewater treatment system
and the potable water system are scheduled to begin in the spring of 2004.
C. System Cost Estimate.
A cost estimate for the proposed facilities is shown in Table 7. These costs are based on
recent construction costs for similar projects and current quotes from suppliers for
equipment and materials. Operation and maintenance costs for the system including
personnel, electricity and replacements are estimated to be $7,500 per year.
Page 21
TABLE 7
RIFLE GAP STATE PARK
Wastewater Collection 8r Treatment System
Estimated Quantities and Cost Estimate
ITEM # UNIT QUANTITY
DESCRIPTION
UNIT PRICE
TOTAL PRICE
Treatment Plant
1
L.S.
1
Mobilization
$5,000.00
$5,000.00
2
L.S.
1
Construction Staking
$3,500.00
$3,500.00
3
C.Y
500
Topsoil - Stripped/Stockpile
$3.00
$1,500.00
4
C.Y
500
Topsoil - Placed
$3.00
$1,500.00
5
C.Y
6000
Excavaton - Unclassified
$3.50
$21,000.00
6
C.Y
6000
Embankment
$3.50
$21,000.00
7
Ton
350
Aggregate Base Course - CI.6 Placed
$17.50
$6,125.00
8
L.S.
1
Aeration Basin Polypropylene Liner
$12,500.00
$12,500.00
9
L.S.
1
Wetland PVC Liner
$40,000.00
$40,000.00
10
Ton
32
Wetland Gravel Pack
$32.00
$1,024.00
11
Each
2
Aerators, floats, cables, connectors
$8,000.00
$16,000.00
12
Each
4
Aerator Mooring Posts
$2,500.00
$10,000.00
13
Each
2
Septic Tanks
$2,500.00
$5,000.00
14
Acre
0.2
Cattail Planting
$4,500.00
$900.00
15
Acre
0.25
Wetland Mix Seeding
$2,500.00
$625.00
16
Acre
0.2
Dryland Mix Seeding
$1,800.00
$360.00
17
S.F.
100
Concrete Flatwork
$7.00
$700.00
18
L.F.
700
Fencing 4 -strand Barbed Wire
$7.50
$5,250.00
19
L.F.
80
6" Aluminum Gated Pipe
$7.50
$600.00
20
L.S.
1
Recirculation Pump and Motor
$5,000.00
$5,000.00
21
L.F.
1400
Electrical Conduit and Wire
$8.00
$11,200.00
22
L.S.
1
Electrical Panel and Controllers
$4,500.00
$4,500.00
Subtotal =
$173,284.00
Collection System
23
L.F.
3338
3" PVC Sch. 40 Pipe - Force Main
$10.00
$33,380.00
24
L.F.
3378
8" PVC Sewer Pipe
$12.00
$40,536.00
25
Each
12
Sewer Manhole
$1,500.00
$18,000.00
26
Each
4
Lift Station
$17,500.00
$70,000.00
Subtotal =
$161,916.00
Total =
$335,200.00
Visitors Center Septic System
27
L.F.
300
8" PVC Sewer Pipe
$12.00
$3,600.00
28
Each
2
Sewer Manhole
$1,500.00
$3,000.00
29
Each
1
Infiltrator Septic System
$20,000.00
$20,000.00
Total =
$26,600.00.
Grand Total =
$361,800.00
Page 22
APPENDIX A
LETTER FROM OFFICE OF THE STATE ENGINEER
Page 23
STATE OF COLORADO
OFFICE OF THE STATE ENGINEER
Division of Water Resources
Department of Natural Resources N�
0
1313 Sherman Street, Room 818 « «
Denver, Colorado 80203 • � re�c «»
Phone (303) 866-3581 .
FAX (303) 866-3589
w ..vraterztate.co.us Bill Owens
Gm mor
March 24, 2003 Greg E Walther
Executive Din�tor
Hal D. Simpson, P.E.
State Engineer
Mr. David Fox, P.E.
Colorado State Parks
P.O. Box 700
Clifton, CO 81520
Re: Rifle Gap State Park - Proposed Water and Wastewater Systems
Water Court Case 02 -CW -150, Division 5, Garfield County
Dear Mr. Fox:
It is our understanding that the Colorado Department of Public Health and the
Environment is seeking a determination from our office regarding material injury
to water rights from proposed water and wastewater improvements at Rifle Gap
State Park. These improvements include utilizing three new wells as a water -
supply and the construction of a non -discharging system for the treatment of its
wastewater. Wastewater treatment may also include leach field systems.
Colorado State Parks filed for a change of water right, water rights and a plan for
augmentation regarding this matter and is pending in Case 02 -CW -150, Division
5 Water Court. Our Division Engineer filed a Report and Summary of
Consultation on December 26; 2002. It is our opinion, that the final court decree,
issued pursuant to C.R.S. 37-92-305 and cdrisistent with the aforementioned
Consultation, for this change of water rights, claim of new water storage right and
plan for augmentation will not injuriously affect the owners of or persons entitled
to use water under a vested water right or a decreed conditional water right.
Please contact me if you have any questions or need additional information
Sincerely,
Dick Wolfe, P.E.
Office of the State Engineer
Page 24
APPENDIX B
WETLAND STORAGE CALCULATIONS
Page 25
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APPENDIX C
COST ESTIMATES FOR ALTERNATIVES
Page 35
RIFLE GAP STATE PARK
CONNECTION TO RIFLE CORRECTIONAL CENTER
Wastewater Collection & Treatment System
Estimated Quantities and Cost Estimate
ITEM # UNIT
QUANTITY
DESCRIPTION
UNIT PRICE
TOTAL PRICE
Sewerline to
RCC
1
L.S.
1
Mobilization
$25,000.00
$25,000.00
2
L.S.
1
Construction Staking
$5,000.00
$5,000.00
3
L.F.
10000
3" PVC Sch. 40 Pipe - Force Main
$12.00
$120,000.00
4
L.F.
2000
8" PVC Sewer Pipe
$15.00
$30,000.00
5
Each
10
Sewer Manhole
$1,500.00
$15,000.00
6
Each
5
Lift Station
$17,500.00
$87,500.00
7
L.F.
12000
Electrical Conduit and Wire
$8.00
$96,000.00
8
Each
5
Electrical Panel and Controllers
$4,500.00
$22,500.00
Subtotal =
$401,000.00
Collection System
9
L.F.
3338
3" PVC Sch. 40 Pipe - Force Main
$10.00
$33,380.00
10
L.F.
3378
8" PVC Sewer Pipe
$12.00
$40,536.00
11
Each
12
Sewer Manhole
$1,500.00
$18,000.00
12
Each
4
Lift Station
$17,500.00
$70,000.00
Subtotal =
$161,916.00
Total =
$5621916.00
Visitors Center Septic
System
13
L.F.
300
8" PVC Sewer Pipe
$12.00
$3,600.00
14
Each
2
Sewer Manhole
$1,500.00
$3,000.00
15
Each
1
Infiltrator Septic System
$20,000.00
$20,000.00
Total =
Grand Total =
Page 36
$26,600.00
$589,516.00
RIFLE GAP STATE PARK
CONNECTION TO CITY OF RIFLE
Wastewater Collection & Treatment System
Estimated Quantities and Cost Estimate
ITEM # UNIT
QUANTITY
DESCRIPTION
UNIT PRICE
TOTAL PRICE
$33,380.00
Sewerline to Rifle
L.F.
3378
8" PVC Sewer Pipe
1
L.S.
1
Mobilization
$20,000.00
$20,000.00
2
L.S.
1
Construction Staking
$10,000.00
$10,000.00
3
L.F.
11400
3" PVC Sch. 40 Pipe - Force Main
$12.00
$136,800.00
4
L
25000
8" PVC Sewer Pipe
$15.00
$375,000.00
5
Each
40
Sewer Manhole
$1,500.00
$60,000.00
6
Each
5
Lift Station
$17,500.00
$87,500.00
7
L.F.
2000
Electrical Conduit and Wire
$8.00
$16,000.00
8
Each
5
Electrical Panel and Controllers
$4,500.00
$22,500.00
Collection system Subtotal = $727,800.00
9
L.F.
3338
3" PVC Sch. 40 Pipe - Force Main
$10.00
$33,380.00
10
L.F.
3378
8" PVC Sewer Pipe
$12.00
$40,536.00
11
Each
12
Sewer Manhole
$1,500.00
$18,000.00
12
Each
4
Lift Station
$17,500.00
$70,000.00
Subtotal =
Grand Total =
Page 37
$161,916.00
$889,716.00