HomeMy WebLinkAbout2.0 Resubmittal ApplicationBECEIVED
JUN 0 e 2003
'ffi,8'88$YIii'\'
Subject: Rock Gardens Wastewater Treatment Facility
Enclosed is the Site Application to serve existing facility for Rock Gardens Mobile Home
Park and Campground for your review.
Encl.
cc: City of Glenwood Springs - Planning Dept.
Ron Liston
Kevin Schneider
Z:\20000\20739 Rock Gardens\siteapp\garco- revised site app.wpd
(970) 94s-s700
(970) 945-1253 FaxP.O. Box 1908
1005 CooPer Ave.
Glenwood SPrings,
co 81602
To:
From:
Date:
ZatcarELLA AJrlt AssoqareS, r{(.
Memo
Fred Jarman, Garfield County Planning Dept.
Tom Zancanella
June 9, 2003
Hand Delivered
6n o negnr{ 6 (oN SgLTAntg
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ENGINEERING REPORT
AND
SITE APPLIGATION
FOR THE
Rock Gardens
Wastewater Treatment Faci I ity
Garfield County
Applicant:
Rock Gardens Mobile Home Park and Campground, LLC
c/o Kevin B. Schneider
1308 County Road 129
Glenwood Springs, CO 8160'1
Phone: (970) 945-6737
Prepared By:
Zancanella & Associates, lnc.
1005 CooperAvenue
Glenwood Springs, CO 81602
(970) 945-5700
June 2003
Thomas A. Zancanella, P.E. #20481
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TABLE OF CONTENTS
ENGINEERING REPORT
TNTRODUGTTON ................... 1
PLANT SITE AND SERVICE AREA ......1
ALTERNATIVES ...................2
Offsite.... .....................2
Onsite.... .....................2
PROPOSED FACILITY .........2
Estimated Proiect Costs ...........2
Effluent Limitations ...................3
lnstructions. Equipment Operation & Maintenance ...............3
Operation & Maintenance Requirements ................3
Schedule ....................4
MANAGEMENT .....................4
Aqencv .....,.4
Ooerator .....................4
Finances ....................5
REPORT ATTACHMENTS ....................6
Table 1 - Rock Gardens Water Requirements ....... ................6
Table 2 - Development Schedule .............7
Table 3 - Wastewater System Operation and Maintenance Bud9e1.....................8
APPLICATION FOR SITE APPROVAL ...............10
SITE APPLICATION ATTACHMENTS ................14
Figure 1 - 5 Mile Radius Map........ ..........14
Figure 2 - 1 Mile Radius Map........ ..........15
List of Wells Located Within a 1-Mile Radius .......16
Figure 3 - Flood Plain Map........ .............17
Preliminary Geotechnical Study ............18
Authority Letter .......20
APPENDTX A .......21
21Manufacturer / Equipment lnformation ......... ........,1
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Engineering Report
Rock Gardens Wastewater
June 2003
Zancanella and Associates, lnc.
INTRODUCTION
Rock Gardens is approximately a 17 acre tract located in the center portion of Section 2,
Township 6 South, Range 89 West of the 6th P.M. as shown on the 1-Mile map, (See
Application Attachment2 - Figure 2). The subject property is located generally south and east
of the village of No Name, on the south side of, and adjacent to, lnterstate 70. The existing
mobile home park and campground consist of cabins, mobile homes, RV spaces, summer
camp sites, single family dwellings and other buildings associated with the camping and river
rafting industry. Water service is provided by 2 wells and wastewater is currently served by
septic tanks and leach fields. A Closed Loop Reactor (CLR) wastewater treatment plant
providing for0.025 MGD of treatment is proposed forthe existing development. Thisfacilitywill
discharge to the Colorado River.
PLANT SITE AND SERVICE AREA
The proposed CLR plant will serve the development within the Rock Gardens property. The
development consists of a mixture of domestic and recreational uses. The water demand for
the development equals 69.3 EQRs. Currently, the breakdown of the EQRs is as shown in
Table 1 in the Report Attachments.
The plant will be located on the lower end of the property near the Colorado River, see Figure 2
attached to this report. This location allows for the minimum 100' setback between the plant
and habitable buildings. The plant will be covered. Access to the site will be via the entrance
to the mobile home park, which is its only access. The plant will be built in a single phase. The
effluent from the plant will be piped to a discharge point on the Colorado River just below the
plant. The location of the proposed wastewater plant in relation to otherwater and wastewater
facilities can be seen on Figure 1 and Figure 2 of the attached Site Application.
The proposed wastewater treatment facility is not located within the 100-year flood plain and
there are no other natural hazards that threaten the facility. We have included the FEMA Area
Flood Plain Map and the Preliminary Geotechnical Study by Hepworth - Pawlak Geotechnical,
lnc. (See Application Attachments 4 and 5).
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Engineering Report
Rock Gardens Wastewater
June 2003
Zancanella and Associates, lnc.
ALTERNATIVES
Offsite
There is currently no facility in place to provide wastewater treatment for Rock Gardens. The
buildings and camp sites are currently served by onsite septic systems. Rock Gardens is not
located in the service area of an existing wastewater provider or 201 plan. ln a verbal
discussion on February 13, 2003 with Larry Thompson of the Glenwood Springs Engineering
Department, he indicated that Rock Gardens is outside the Glenwood Springs current 201
Plan. The applicant has proposed opportunities for consolidation with the nearby CDOT
facilities and has determined that consolidation at this time is not desired by CDOT.
On-Site
Various on-site alternatives were evaluated for this project, which include:
1. Design and construction lndividual Sewage Treatment Systems (ISTS).
2. Design and construction of a Closed Loop Reactor System (CLR).
3. Design and construction of a Chromaglas SBR System.
These alternatives were dismissed, except for the CLR due to cost constraints, space
constraints or operational and maintenance costs.
PROPOSED FAGILITY
The proposed system will consist of an E. A. Aerotor Closed Loop Reactor (CLR) treatment
facility. The CLR system, in our opinion, is the best solution to serye Rock Gardens' needs.
We are currently proposing a plant capacity of 0.025 MGD to serve the needs of the Rock
Gardens development. Rock Gardens has an estimated flow rate of approximately 18,000 gpd.
The effluent will be discharged to the Colorado River immediately below the plant. This report
contains the proposed treatment facility layout and details required for site application
submittal. Manufacturer's product information and drawings have been included in Appendix A.
Estimated Proiect Costs
The total estimated cost for the construction of the Closed Loop Reactor plant would be
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Engineering Report
Rock Gardens Wastewater Za n ca n e r r a ", o o. r"ii:?;r: l"o.:
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$319,000.00. Application Attachment Appendix A includes estimated costs for the CLR plant
alone.
Effluent Limitations
The Colorado River in the vicinity of the proposed wastewatertreatment facility is classified for
the following uses:
1. Cold Water Aquatic Life Class 1
2. Class 1a Existing Primary Contact Recreation
3. Agriculture
4. Water Supply
To protect these uses, the Colorado Department of Health will determine a set of standards to
applyto the proposed Rock Gardens Treatment Facility. Preliminary Effluent Limitations forthe
proposed treatment facility have been received from Ms. Karen Young, Colorado Department
of Health and Environment, Colorado Water Quality Control Division. A copy of the Preliminary
Effluent Limits can be found in Application Attachment 6.
lnstructions, Equipment Operation & Maintenance
Complete manuals and instructions for the operation and maintenance of all mechanical
equipment for the treatment facility will be furnished by the individual equipment providers
(Lakeside Equipment Corporation, et al.) and stored within the facility. Adequate tools, training
and technical assistance will also be provided by the contractor's representative to the operator
and management agency representative.
Ooeration & Maintenance Reouirements
Safetv
Proper precautions shall be taken by the operator to avoid suffocation, exposure to infectious
diseases, electrical, mechanical, and chemical accidents.
General
The operator shall:
Engineering Report
Rock Gardens Wastewater
June 2003
Zancanella and Associates, lnc.
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Have current Class C Wastewater and Class 1 Collections Certifications;
Check the operating conditions of the facility;
Make appropriate adjustments;
Perform other corrective measures and preventative maintenance as needed;
Document in writing all obseruations, changes, and adjustments made to the
facility; and
Complete and submit required monitoring reports as required by Federal, State,
and local regulatory agencies.
The staffing requirement for the facility is estimated at one operator to check on the facility 3 - 4
times a week.
Schedule
Table 2, attached to this report, presents an estimated development schedule for Rock
Gardens Wastewater Treatment Plant. lt is currently anticipated that the facility will be licensed
and operational by May 1,2004.
MANAGEMENT
Aqencv
Rock Gardens Mobile Home Park and Campground, LLC shall assume management
responsibility of the treatment facility. Their address and telephone number is:
c/o Kevin B. Schneider
1308 County Road 129
Glenwood Springs, CO 81601
Phone: (970) 945-6737
Operator
A State Certified Operatorwill be responsible forthe operation and maintenance of the facility.
A contract will be negotiated and entered into with a qualified operator upon completion of the
facility.
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Engineering Report
Rock Gardens Wastewater
June 2003
Zancanella and Associates, Inc.
Finances
The facility construction will be funded by Rock Gardens Mobile Home Park and Campground,
LLC. Operation and maintenance costs willalso be funded internally. The anticipated fees for
the operation and maintenance of the facilities are $29.73lEQR/month, see Table 3 attached to
this report for further details.
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June 2003
REPORT ATTAGHMENTS
TABLE 1
Rock Gardens Water Requirements
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TABLE 2
Rock Gardens Wastewater Treatment Plant
Development Schedule
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Engineering Report
Rock Gardens Wastewater Zancan et I a r" o or""i,:?i":lro":
TABLE 3
Rock Gardens Wastewater Treatment Plant
t Wastewater System Operation and Maintenance Budget
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Engineering Report
Rock Gardens Wastewater Zan can ett ar. o or,
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SITE
APPLICATION
Rock Gardens Wastewater Treatment Plant
Application for Site Approval for Construction of:
A New Domestic Wastewater Treatment Plant.
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Engineering Report
Rock Gardens Wastewater Zancan el ta
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Colorado Department of Health
Water Quality Control Division
4300 Cherry Creek Drive South
Denver, CO 80246-1530
APPLICATION FOR SITE APPROVAL FOR CONSTRUCTION OF:
A NEW DOMESTIC WASTEWATER TREATMENT PLANT
Applicants Name and Address:
Rock Gardens
c/o Kevin B. Schneider
1308 Countv Road 129
Glenwood Sprinqs. CO 81601
Phone: (970) 945-6737
Consulting Engineer's Name and Address:
Zancanella & Associates. lnc
1005 Cooper Avenue
Glenwood Sprinqs. CO 81601
Phone: (970) 945-5700
Summarv of lnformation Regardino new Sewaqe Treatment Plant:
Proposed Location: (Legal Description) SW 1/4 SE 1/4 Sec 2
Twp. 65 Rng. 89W
Garfield County
Type and capacity of Treatment Facility Proposed:
Processes Used: Closed Loop Reactor Svstem (CLR)
Hydraulic: 0.025 MGD Organic: 52 lbs. BODr / Dav
Present PE: 0 Design PE: 228
%Domestic: 100 %lndustrial: 0
3. Location of Facility:
Attach a map of the area which includes the following:
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I (a) 5-Mile Radius: All Sewage Treatment Plants, Lift Stations, and Domestic Water
Supply lntakes. (See Application Attachment 1)
I (b) 1-Mile Radius: Habitable Buildings, Location of Potable Water Wells, and an
Approximate lndication of Topography. (See Application Attachment
2)
I 4. Efftuent Disposat:
I Surface discharge to watercourse: Colorado River
I State water quality classification of receiving watercourse: Cold Water Aouatic Life Class 1.
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I P"""T'ffi 12.000/6,000 +::iffichrorine: os
Ammonia: nla Other: nia
t 5. Will a state or federal grant be sought to flnance any portion of this project? No
I 6. Present Zoning of the site area: Residential General Suburban Density
I Zoning within a 1 mile radius of site: Commercial Limited. Residential Limited Suburban Densitv,
Residential General Suburban Densitv
I 7. What is the distance downstream from the discharge to the nearest domestic water supply intake?
Aporoximatelv 20 Miles
I Name of Supply: Town of Silt
Address of Supply: 231 N. 7th Street, Silt, CO 81652
I What is the distance downstream from the nearest point of diversion?: 1700 feet
Name of User: No Name Creek Water Users Association
I Address of User: 1276 Countv Road 129, Glenwood Sprinqs, CO 81601
8. Who has the responsibility for operating the proposed facility?: Rock Gardens Mobile Home Park and
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Camoqround, L.L.C.
9. Who owns the land upon which the facility will be constructed?: Rock Gardens Mobile Home Park and
l1o.ffif'atcreatetheauthorityfortheApplicanttoconstructtheproposedfacility.
(See Application Attachment 7)
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Engineering Report
Rock Gardens Wastewater
June 2003
Zancanella and Associates, lnc.
Estimated Project Cost: $319.000.00 (CLR Plant).
Who is financially responsible for the construction and operation of the facility?
Rock Gardens Mobile Home Park and Camoqround. L.L.C. (See Application Attachment 7)
Names and Addresses of all water and/or sanitation districts within a 5 mile radius downstream of the
proposed Waste Water Treatment Facility Site:
Citv of Glenwood Sorinos. 401 W. 7th Street. Glenwood Sprinos. CO 81601
No Name Creek Water Association. 1276 Countv Road 129, Glenwood Sprinqs, CO 81601
ls the facility in a 100 year flood plain or other natural hazard area: No
lf so, what precautions are being taken? nla
Has the flood plain been designated by the Colorado Water Conservation Board, Department of
Natural Resources, or other Agency?: No
lf so, what is that designation? N/A
Name of Agency: N/A
Please include all additional factors that might help the Water Quality Control Division make an
informed decision on your application for Site Approval:
This will be a new facilitv which will provide local services to the Rock Gardens MHP and Campqround.
This facilitv will remove a substantial number of existinq ISDS facilities.
Federal or State Ownership or Manaqement:
lf 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. Colorado Deoartment of Transoortation - No
Name Rest Area.
Recommendation of Governmental Authorities:
Please address the following issues in your recommendation decision. Are the proposed facilities
(Signature and Title)
c)
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Engineering Report
Rock Gardens Wastewater Zancanella and Associates, lnc.
June 2003
consistent with the Comprehensive Plan and any other plans for the area, including the 201 FacilityPlan or 208 Water Quality Management Plan, as they affect water quality? If you hlave any further
comments or questions, please call 320-8333, extension 5272.
Lill Go*rrre"t-
City of Glenwood Springs
3.
RECOMMEND
DISAPPROVAL
SIGNATURE OF
REPRESENTATIVE
Garfield Co. Board of Commissioners
4.
Garfield Co. Health Authority
5.
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Garfield Co. Planning Authority
I certify that I am familiar with the requirements of the "Regulations for Site Applications process,,, and
have posted the site in with the s. An Engineering Report, as described by
regulations, has been is
Applicant Signature:
Applicant Name:
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(Typed)
Engineering Report
Rock Gardens Wastewater June 2003
ciates, lnc.
SITE APPLICATION ATTACHMENTS
Application Attachment 1
Figure 1 -5 Mile Radius Map
Waste Water Treatment plants
Municipal Water Supply lntakes & Wells
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Application Attachment 2
t Figure 2 - 1 Mile Radius Map
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Topography
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LOCATIONS APPROXIMATE
Scltc in Fact
WELL LOCANONS & HABITABLE
BUILDINGS
WTTHIN 1-MILE RADIUS FROM WWTP
ROCK GARDENS
FIGURE NO.
2
PK(J,JEU i: 20739
SC^LE I DATE1' - 2OOO' lfcoruory 13, 2@3
SHEET:10F1
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// ZANCAIUEIIA AlUO A55OAA/E5
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DRAI${ BY: lctlK0 BY: IAPPO BY:BcPlecplmz DRA$NG:
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June 2003
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Application Attachment 3
t List of Welts Located within a 1-Mile Radius
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P.O. Box 19O8
1005 CooperAve.
Glenwood Springs,
co 81602
(970) 9215-57
(97O) 9zr5-12s3
ZarcanELLA Alv.o AsEoctareS, fi(.
FflqtNegnfiG Coasu:rArrs
February 13,2003
Mr. Kevin Schneider
Rock Gardens
1308 County Road 129
Glenwood Springs, CO 81601
Dear Mr. Schneider
Attached is our determination of the 100 year floodplain for the length of the Colorado
River adjacent to your property. The 100 year flow was based on the Colorado River
flow upstream of the Roaring Fork River, per the City of Glenwood Springs Fiood
lnsurance Study, i.e. 32,500 cubic feet per second (cfs). This flow was reduced by
1770 cfs, which was the flow in the Colorado River at Dotsero on April 23,2000.
April 23, 2000 was the date of the aerial photography used for the Glenwood Springs
aerial topography which was used as the base mapping for this floodplain study. This
base mapping was obtained from the City in AutoCAD format and used to develop river
cross sections. The river cross sections developed were then exported to the Army
Corps of Engineers HEC-RAS program. One output of this program is a profiie of the
water surface elevation when the design flow is in the river. A copy of the proflle output
is attached. Note that the river stations on the HEC-RAS outout are not the same as
shown on the drawing, but HEC-RAS river station 11, just beiow the properry, is equal
to station 20+00 on the drawing.
The drawing shows the general topograohy of the area with your propen-v bounciary and
the extent of the floodplain on the river bank adjacent to your property.
lf you have any questions, please do not hesitate to call.
Very truly yours,
ZANCANE!-LA & ASSOCIATES, INC.i, -t-, rll,l^- l3,Jr/-
Timcithy F. Beck. P.E.
Colorado License *20630
Attachments
Z:.20000\20739 Rocr GardenstFloodpiain Repon.ooc
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Application Attachment 4
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- TOPOGRAPHY FROM GI- ENWOOD SPRINGS AERIAL TOPOGRAPHY
(DATE OF PlloTOGRAPliY: 4/23/2000)
TEGEND
FLOODPLAIN BOUNDARY
HEC-RAS XSEC
PROPERTY BOUNDARY
Engineering Report
Rock Gardens Wastewater zan c an ett a". o o..
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Aoplication Attachment 5
Preliminary Geotechnical Study, Hepworth-Pawlak Geotechnical, I nc.
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ff ep.orm-f awlak Geotecbnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 97A-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
PRELIMINARY GEOTECHMCAL STIIDY
ROCK GARDMIS RY PARK P.U.D.
GARFIELD COINTY, COLORADO
JOB NO. LOL 771
JAIIUARY 18,2oo2
PREP.{RED FOK
ROCK GARDENS RV PARK
": "ATTN: KEVTI SCENEIDER
1308 ROAD 129
GLENWOOD SPRINGS, coLoRADO 81601
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ESPWORTE - PAWLAK GEOTECHMCAL, INC.
January 18,2002
Rock Gardens RV Park
Auu: Keviu Schneider
1308 Road 129
Glenwood Springs, Colorado 81601 Job No. L0L77L
subject Report Transmittal, Preliminary Geotechnical snrdy, Rock Gardens RV-
Park P.U.D., Garfield Cor:nty, Colorado
Dear Mr. I iston:
As requested, we have couducted a preiiminery geotechnicai Sttldy for the proposed
deveiopment-
The property is suiuble for the proposed developmeut based on geoiogic and
geotechnicai couditions
Subsurface conditions eucor:ntered in the exploratory pits excavaEd at two proposed
septic disposal areas cogsist of about 1 foot of topsoil over$ing relarively detrse,
siightty sitty sanay gravel, cobbles and bouiders. Groundwater was oot encountered in
tn pis to ieptns oiAY, feet and the sofu are siightly moist to mois1
spread footings placed on the nanfai subsoiis and designed for an allowable bearing
pior*, of Z,Ogb psf can be used for buiiding suPport. Percoiatio,' rates at the tested
locations indicate that the areas are suiable for an infil62fiea septic disposai syslem'
The report which follows describes ou expioration, slxuDarizes otu findings' and
presenfs our recommecdadons suitabie for pianning atrd preliminary-design' It is
important thar we provide coqsultation during desigl', asd field services during
construction to review and monitor the implemeotarion of the geotechnical
recommendations.
If you have any qgestions regarding this repon, please contact us.
SincereiY,
HEPWORTH - PAWLAK GEOTECHMCAL, INC.
-^. 1^, i ^'--J-v--1{.tC&
Trevor L. Kleil
Rev. by: SLP
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TABLE OF CONTEI{TS
PI]RPOSE AND SCOPE OF STTJDY . . 1
.PROPOSED IMPRO\iEMENTS 1
SITE CONDMONS
GEoLoGIc isrrnrc
EIELD EGLORATION
SUBSURFACE COI\IDITIONS
GEOLOGIC ASSESSMENT
PRELIMINARY DESIGN RECOMMEI\IDATIONS
FOUNDATIONS
FLOOR SLABS
SME GRADING
SURFACE DRAINAGE
PERCOI-ATION TESTING
LIMTATIONS .
REFERENCES .
FIGURE 1 . GEOLOGY MAP A}iD EXPLORATORY PMS
FIGURE 2 - LOGS OF EXPLORATORY PITS
FIGURE 3 . GRADATiON TEST RESIILTS
TABLE I. PERCOLATION TEST RESULTS
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PIIRPOSE AND SCOPE OF STUDY
This report presents the results of a preliminery geotechnical shdy for the
proposed imFrovemetrts at Rock Gardens RV Puk P.U.D., No Narne, Garfield County,
Coiorado. The project site is shown on Fig. 1. The purpose of the smdy wiut to
evaiuate the geologic and subsurhce couditions and their impact on the project' The
stgdy was conducted itr accordance with our proposal for geotechnical engineering
seryices to Rock Gardeas RV Park dated September L7 ,}OOL a.nd revised on September
Zg, ZOOL. Percolatiotr test data asd recommeudations for septic disposai desigu *o.
previousiy presented in an iuterim report dated December L9 , ?00l,Iob No' l0l77L'
A fieid exploration progrrm consisting 6f 4 legsnnaissance, exploratory pits and
percolatiou testing wa.s conducted to obtain iuformatiou on the site and zubzurhce
coud.irions. 6 5nmFie of the zubsoils eftainsd during the field exploratiotr was tested in
the laboratory to determine the classificatiou. The results of the fieid exploration and
laborUory testing were analyzed to d.eveiop recommendations for project pl^nning and
preliminary design. This report sumuurizes the data obtained during this snrdy and
prcsents our couciusious and recommendations based on informatiou provided by Ron
Liston with Land Desig:r Partnership and subsurface couditions encouutered-
PROPO SED IMPRO\TEI\{E}TTS
The proposed improvements inciude conversion of some mobile home sites to
fuil-service RV spaces and the addfuion of common use recreational buildings- Minor
gading for the RV spaces is expicted. We assume the rec:eational buildings wiil be
singie-story, wood. frrme meral skin stnrsn[es with siab-ou-grade floors- we anticipate
cuts aud fills to be arouud. 3 feet. Sewage treametrt facilities will also be included'
If developmeu plens change signifrcantly from those described, we should be
notified. io re-evaiuate the Iecommendadons presented in this report'
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H.P GEOTECH
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SITE CONDITIOIYS
The Rock Garden RV Park is located on ar old alluvial fan in Glenwood Canyon
near the confluence of No Neme Creek with the Colorado River. The oroperry covers
parts of the southeru half of Sectiou 2, T . 6 S., R. 89 W. to the north and south of the
river. Development is only piaaued to the north of the river. The general topography
in the proposed development alea is shown by the cotrtour lines on Fig' 1' The oid
alluvial fan urrface over rnost of the proPerty hes 2a average slope of about 8 % ' A
steep, 30 foot hig!, terrace escarpmetrt with an average slope of about 60 T9 .y Preseff
iu the southeru pan of the d,evelopmeil area and separates the old fan surface from a
low river terrace. The southertr part of the deveiopmetrt area is on the ueariy level river
terrace and fiIl pad that stand about 6 to 10 feet above the river. No Name Creek is
iocared. about 250 feet nonhwest of the property in a channel that is deeply eroded into
the old alluvial fan. Small residences and railer homes occuPy much of the fan surface
on the properry. The low telrace is undeveioped except for camp sites. Vegetation
consists of oak and other brush-
GEOLOGIC SETTING
Glenwood, Canyon iu the project area cuts through the southem. flank of the
Laramide white River upiift. Regional mepping shows thu the sedimeutary rocks in
this area d.ip steepiy to the south and are cut by several 5mell dispiacement faults
(Ki*tan and Others, L997). The project site is located, in the No N2me grabea that is
boguded by northwest tretrding faults on the noilhffist and southwest, see Fig. 1. These
fauits are not considered to be potendaily active (Kirkham and Rogers, 1981)' The
Leacivrue r rmestotre (IvIl) crops out ou the north catryon' side ia the graben' Older
Paieczoic sedimeurary formations (Pz) are present on both the north and south cauyon
sides outside the grabeu.
Formariou rock in the project ares. i.s ::','eled by surfi.c:.a1 deposits. Most of the
properry to the north of the river is on the old No Name Creek alluviai fan (Qafo). The
fan deposia consist of large boulder, cobble and gravei-sized rocks in a siiry sand
matrix. Colluvium (Qc) derived from the old fan deposit underiies the terraceI
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escarpment in the southeru part of the properry. A low river terrace (Qt1) that stands
about 6 to 10 feet above the river is present in the southeru pan of the deveiopmeil
area. The river terrace deposit consists of stratified, rotrnded gravel, cobbles and
boulders in a siiry sand matrix. Much of the fan surface and river terrace has been
modified by cuts and f,ils (a0. Subsr:rface expioration will be needed to evaluate the
depth and cbaracter of the fills at ProPosed building sites, but most aPpear not to exceed
about 10 feet deep.
flELD EXPLORATION
The fieid expioration for the project was conducted on November 27 and'
December L4,}OOL. Two exploratory pi6 were excavated at the locations shown on
Fig. 1 to evaluare the subsurface conditious in the fufiltration septic disposal areas- The
piu were dug with a rubber-tired backhoe and logged by a representative of Hepworth-
Pawiak Crcotechdcal, Inc.
A sampie of the zubsofu was takeu with disturbed bulk 5qmpling methods. The
depths at which the sampie was taken is shown on the Logs of Exploratory Pits, Fig' 2'
The sr-Fle was renrrned to our laboratory for review by the project engineer and
testiug.
SI,IBSTIRFACE C OIYDMONS
Graphic logs of the subsr:rface condiriotrs encoutrtered at the site are shown ou
Fig. 2. The zubsofu cousist of abour 1 foot of topsoii overlying relatively dense,
siighrly silry sandy gravel, cobbles asd boulders. These soils appear typical througlout
the proposeri cieveiopuren't area.
Laboratory tesdng peCormed on a sampie obtained from Pit 1 consisted of a
gradation aaaiysis. Resuits of the gradadon qnalysis peCormed on the disnubed semPle
(minus 5 iach fraction) of the natrual subsoils are shown oo Fig' 3'
No free warer was encountered. in the pia to a depth of 8r/z feet at the time of
excavation and the subsoiis were slightiy moist to moist.
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GEOLOGIC A*SSESSMENT
The project geology shouid not preseil major constlaints to the proposed
deveiopment. A hydrologist should determine if the low terrace ald filI pad are dbove
the appropriate design flood level for the river. No Name creek has eroded a deep
channei beiow. the old fan snrface aud the old fan, in the project area, is uo louger the
site of debris flows. Site specific soii aad foundation studies. for builrlings on the old
alluvial fan should evaluate the bearing capacity and settlement potetrtial of the
fo,ndations soiis. Deveiopment specific geotechnical eugineering studies should be
conducted if large cuts and fiii are pirnned on the steep terrace escarp*etrt- occupied
stnrctures shouid be designed to witbstand mod'erateiy Suong earthquake ground
shaking with littte or IIo damage and not to coilapse under strooger ground 5haking'
The region is in the uniform Building cod.e, Seismic Risk Zone 1. Based on our
cngetrt understanding of the earthquake hzzafi in this part of coiorado, we see no
rea.Son m increase the commoniy accepted seismic risk zone for the area'
PRELIMINARYDESIGNRECOMMEI\IDATTONS
The conciusions aad recommeudations Presented below are based on the
proposed improvements, field reconnaissance, subsurface conditions encouutered in the
expioratory pits, and or:r experience in the area' The recomu'endations are suitable for
piaming and preliminary desigu, but site specific sflrdies shouid be conducted ouce
design piaa.s have been fimlized-
FoT-1'1P4TIC\IS
Bearing conditioas couid Vary <iepeir,rurg uu utc sgc-u1.- .r'...L.o ,; *"
buildings ou the prop3ry. Spread footings bearing on the narural zubsoils or compacted
stnrctural fiiI should be suitable for building support. we expecr the footings can be
sized for a.n a11cr,.,s.ble bearing pres$'e of 2,000 psf- Nested' boulders and loose matrix
soils may need treatmeut such as eniarging footings or placing compacted filI or
concrete backfiil. srnrctural fillpiaced for building support should extend beyond the
edge of the footing a distance gleater thal or equal to the depth of fiit beueath thet
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footing. The subgrade shouid be su'ipped of vegeBtion and topsoil ,nd gsmPacted prior
to fiil placement. FiIl should be placc in even lifts and compacted to at least 100% of
the maximgm standard Proctor density at a moisnrre cootetrt near optimr:'m. Foundation
wails should be designed to span local anomelies and to resist iateral earth loadings if
acting as retainigg stnrctures. Beiow grade areas and retaining walls should be
protected. from wening and hydrostatic loading by use of an underdrain system' The
footings should have a minimum depth of 36 inches for frost protection'
FLOOR SLABS
Slab-on-grade constnrction should be fea.sibie for bearing on the nanfal soils or
compacted stnrcnrral fiII. There could be some Post corutruction slab movement at sites
with collapsibie matrix. To reduce the effects of some differential moveuletrt, floor
slabs shouid be separated from all bearing walls and columns with expaasion joints.
Floor slab controi joints should be used to reduce dnmage due to shrigkage cracking' A
minimum 4-inch thick iayer of free{raining gravel should r:nderlie floor slabs to
faciiitate d3:inage.
SITE GRADING
The risk of constnrction-induced siope instabiliry at the site appears low
provided cut depths are limitC aud the 6uilrlings and RV spaces have adequate setback
from the $esp escarplp.egts aloug the Colorado River. Cut depths for the building pads'
RV spaces and driveway access shouid uot exceed about 10 feet. Fills shouid be limited
to about E feer d.eep, and Eot euc:oach steep downhiil sioping a'r'';6 aad nve;
escarp6en6. Embadment fiils should !s ssmFacted to at leastglVo of the ma'rirum
stadard Proctor densiry uear optimtrm moistgre cotrtert. Prior to fill piacemeut' the
JuugJ.4tJs Jtlutllrr ug..*gi*';' y^tgaru* L; '-*-'*s J '':g:tatio-' -'-dB fiil anO
topsoii. The fiI1 should be benched into slopes exceeCing 20% grade' The on-site soiis
exciuding oversized rock and. topsoii shouid be suilable for use in embani@enr fiils.
Permaneut r:nretained cut aad fiiI siopes shouid be graded atThotuoutal to
1 verricai or flatter and. protecred against erosion by revegetatiou' rock riprap or other
Ererns. Oversized rock from snlankmenr f,il consnuction will tend ro coilect on the
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ourer face. This office shouid review site grading Pla&s for the project prior to
coustnrction.
SI'RFACE DRAINAGE
The grading plan for the zubdivision should consider runoff from development
located adjace.ut to the properry aad. at individual buiiding sites. Water shouid not be
allowed to pond which could impact siope stability and foundations- To limit
infiifation into the bearing soils next 1s fouiiriings, exterior backflli should be capped
with about I to Zfeet of finer-graded soils, be well compacted and have a positive slope
away from buildings for a distance of at least 10 feet.. Roof dow:Lspouts and drains
should discharge well beyond the limits of all backfill'
PM.COLATION TESTING
percolation tesrs were conducted, o!. November 28 and December L7,200L at the
locations designated by lligh Country Engineering. Profile Pit 1 and three percolation
holes were dug near the ofEce buiiding and Profiie Pit 2 aud two percolation holes were
dug uear the bath house. The test holes (nominal 12 iuch diameter by 12 incd deepl
were hand dug at the bottom of shellow backhoe pits and were soaked with water oBe
day prior to testing. The soiis exposed in the percolation holes are similar to those
exposed in the profiie pits showu on Fig. 1 asd consist of abour 1 foot of topsoii
overiying slightly silty sandy gravei, cobbies and bouiders. Resuits of a gradation
anaiysis peiormed on a saulPle of the gravel are shown on Fig' 2' No free water was
eacouiiered ro the pit depths of 8Vz feet. The percolation test results are presented in
Table I. Ba.sed ou the.zubsurface coudirious encounterC aud the percoiation test
fC)UltS, ulg Lc)LgtJ cug.l; Jllvrrlt+ u; Jsrsurv r\rr q -.-i-*t*-- o-1'*- 3-pC:d l.l "--^'
civil engineer should design the infiitradon sepric disposal svsten'
LINdITAITONS
This snrdy has been conducred, according to geueraliy accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty
' r A ^-^--^r,I lFr I
either expressed or impiled. The conciusions'and recommendations submitted in this
report are based, upou the dag olteined from the fieid reconn:issance, review of
published geologic rqports, the exploratory pits located' as shown on Fig' 1, the
proposed type of construction and improvements and our experience iu the area' Or:r
findings include interpoiation and ext'apolation of the subsurface conditions identified at
the exploratory pia and variations in the subsurface couditions IDay trot become evideut
uutil excavation is performed. If couditions encountered during constnrction appear
different from those described in this report, we shouid be notified so that re-evaluation
of the recoulmendations may be made.
This report has been prepared for the exciusive use by our ciient for planning
and pretiminary design purposes. We are trot responsible for technicai interpretatious
by others of our information. As the project evolves, we should provide continued
consuitation, conduct addirionai evaluatious and review and monitol &s irnPlemeutation
of our recommendadons. Sieuificant desigu changes may require additionai analysis or
modifications to the recommetrdatioEs Presented herein. We recommend ou-site
observation of excavations and fouudation bearing strata and tesdng of stnrca[ai fiiI by
a represetrtative of the geotechnicai engineer'
Respectfirlly Submiued,
IIEPWORTH - PAWLAK GEOTECHNICAL, INC.
ft.ar^-j.w)< l&9_
Trevor L. Ifuel1
Reviewed by:
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Land Design Partnership - Aun: Ros Liston
H.P GEOTECH
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REFEREI"iCES
Hepworth-Pawiak Geotechnical,}OOL, Percolation Tests for the Proposed,Rock
Gardens RV Park PW, GarfieW County, Colorado: Prepared for Lasd Design
Partuership, Glenwood Springs, Colorado (Job No. t}t 77L, December 19,
2001).
Kirkham, R.M. and Rogers, W.P., 1981, Eanhqtnke Pormtial in Colorado - A
Pretimirury Evahtaion' Coiorado Geological Strrvey Bulletin 43'
Kirltam R.M. and others ,1997, Geology Map of the Glenwood springs, Quadrangle,
Garfietd Counry, Colorado: Colorado Geological Survey Map Series 31'
H.P G=CT!:.,
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Qafo
ST@LANATIQt{;
at Large Graded Areas
Oal Sbeam Allwium
Qc C,oiiuviumAt1 Low Riv€rTenace
Osfy Young Alwial Fan
Qafo Cll ^l!'srialFan
Ml Leadville Limestone
P= Oioer Farc.,zoic Sedimentary Rocks
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Contact
APPtur6 letixr
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^ppru* locfin
DGdwfacsmlcd
U-uP, D-dorn
P'. SoitPrdle Pit
1 a Soil Percolation Test
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Scale: 1in.=3001
Conbur lnbrvaf 2
Rock Garden RV Park PUDHEPWORTH.PAW-AK
GEOTECHNICAL, lnc.
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PROFILE PtT 1
ELEV. = 5836'
PROFILE PIT 2
ELEV. - 5856'
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TYEST OF
ACCESS DRIVE
NEAR OFNCE
EAST OF
ACCESS ORI\E
NEAR BATI{ HOUSE
LEGEND:a
n TOpSOll-: stighuy orgonic sondy silty ctoy, dork brown.
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ffi sAND AND GRAIEL (Su-Cu;; silty, with cobDles, meciium
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brown, subongulor to rounded rocr'
f-1-E 6RA\EL g9BBLES AND B9uLDERS, (GM-GP); siishtlv siltv'
P:.:-g brown, subongulor to roundeo rocK'
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dense to dense, slightly moist to moist,
sondy, dense, slightlY moist.
NOlES:
1 pit 1 'ros duo on November 27,2OO1 ond Pit 2 wos duo on December 14' 2OO1 with o boekhoe'
2 Locctions of the eplorotory pits were meosured opproximotely by pocing from feotures shown on the
site pron Provided-
3. Eevotions of the e:<plorotory pits were obtoined by interpolotion between contours on the site plon
provided- Logs ore drown to dePth'
4. The explorotory pit locouons ond elewtions should be considered occurqte only to the degree implied
by the method used.
5. The irnes between moteriols shown on the explorotory pit logs represent the opproximote boundories
between moteriol twes ond tronsitions moy be grodudl.
E. No rree woter wos encountered in the pits ot..,e time of excovotinE. Fluctuotions in woter level moy
ocarr with time.
7. Loborotory Testing Results
*4 = Peicent reioined on the No. 4 sieve
-200 = Percent possing No. 200 sieve
HEPWORTH-PAWLAK
GEOTECHNICAL. INC.LOGS OF EXPLORATORY PIT:101 771
Fig. 2
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GRADAT]ON TEST RESULTSHEPWORTH-PAWLAK
GEOTECHNICAL, INC.
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SAND 33 %SILT AND CI-AY 6GRAVEL 61 Z
UQUID UMIT %PLAST]CITY INDEX %
SAMPI-E 0F: Slightly Silty Sonoy Grove, with FROM: Pit 1 ot 6 to I Feet
Cobbles
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DIAMETER OF DAR'IICLES IN MILUMEIERS
Fig. 3
HEPWORTH-PAWIAK GEOTECHNIdhL, lNC.
TABLE I
PERCOLATION TEST RES U LTS
PAGE 1 ot 2
JOBNO. 101 771
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Nore: Percolation lesl iioles ,iv€re hand dug in the bottorn of backhoe pits
Novembe r 27, 2001. The ie>. ,,,,sS W€[e protected from freezing
insulation. Percolation tests were conducted on November 28' 2001
percolation rates were based on the last three readings of each test'
and soaked on
o vernigh: ',i i-", '
. The average
HOLE NO.HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTEHVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
ONCHES)
DROP IN
WATEB
I-EVEL
(INCHES)
AVEHAGE
PERCOLATION
RATE.
(MtN./tNCH)
P-1 )'1
water added
10 8%
8%7Y2 1Y.
7'h 6Yz:1
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5'L A 1/1
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water added
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4 1
8 1
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6 %
5%4Y"1
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water added
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Nore: percoration test holes were hand dug in the bottom of backnoe pits on December 14 ar'
soaked on December 16,2001. The test hores were protected from freezing overnigl
with insulation. Percotation tests were conducted on December 17 ' 2001 ' The averag
percciation rates were based on the last two readings of each test'
Jl:i. -
HEPWORTH.PAWI-AK GEOTECHNICAL, INC.
.T.ABLE I
PEHCOLATTON TEST HESULTS
PAGE 2 of 2
JOB NO. 101 lt
HOLE NO.HOLE DEPTH
Ilatvl lrg,
LENGTH OF
INTEHVAL
(MIN)
WATER DEPTH
AT START OF
IIITERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
flNCHES)
DROP IN
IMATEH
. LEVEL
(INCHES)
AVEBAGE
PERCOLATION
RATE
(MtN./tNCHt
P-4 30 cl
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10
7 1
7 6Y,t,
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41/z 4 k
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I E::[eTiH,[".i,o*t"*ut","Zancanella and Associates, lnc.
June 2003
Application Attachment 6
I Preliminary Effluent Limits (PELs) - Colorado Department of Public Health and
Environment, Water Quality Control Division.
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STATE OF COLOMDC
Bill Owens, Governor
Jane E. Norton, Executive Director
Dedicated to protecting and improving the health and environment of the paple of Colorado
4300 Cherry Creek Dr. S. Laboratory and Radiation Services Division
Denver, Colorado 80245-1 530 8100 Lowry Blvd.
Phone (303) 692-2000 Denver, Colorado 80230-6928
TDD Line BO3l 691-7700 (303) 692-3090
Located in Glendale, Colorado
h ttp y'/www. cd p h e. s tat e. co. u s
October 25,2002
Thomas Zancaneila" P.E.
Zarrcarrella and Associates, Inc.
P.O. Box 1908
Glenwood Springs, CO 81602
Rock Gardens W'WTF, Garfield County
Dear Mr. Zancanella:
The Colorado Depatuent of Public Health and Environment, Water Quality Control Division,
has completed your request for preliminary effluent limits (PELs) for the proposed Rock Garden
wastervater treatrent facility (W-WTF). Your current proposal is for a mechanicai WWTF with
a hydraulic design capacity of 0.025 million gallons per day MGD).
This proposed facilifywould discharge into the Colorado fuver at the NW1/4 of SE1/4 Section 2,
T65, R89W, 6th P.M. in Garfieid County. This portion of the Colorado River is identified as stream
segment COUCUCo3, which means the Upper Colorado River Basin, Upper Colorado Sub-basin,
Steam Segment 03. This stream segment is composed of "Mainstem of the Coiorado fuver from
the outlet of Lake Granby to the confluence with the Roaring Fork River." These identifi.cations are
found in the Classification and Numeric Standards for Upper Colorado River Basin and Nonh
Platte River (Planning Region l2).
Effluent limits for specific constituents are based on the fype of permit a facility will require after
construction. The Rock Garden WWTF, with its proposed hydrauiic design capacify of 0.025
MGD, may require a general permit.
The preiiminary effluent iimitations were deveioped for the Rock Gard.en WWTF based on
effluent limits estabiished in the Regulations for Effluent Limitations for a WWTF consisting of a
mechanicai waste,vater treatrnent process, as well as the water qualiry-based effluent limits
necessary for protection of the water qualiry of the Coiorado River. A PELs evaiuation is
attached to document the findings and decisions that were used to derive the PELs in Table 1.
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Proposed Rock Garden WWTF
Thomas Zancanella, P.E.
October 25,2002
Page2
If you have any questions regarding this matter, please contact me at (303) 692-3614.
Sincereiy,
Karen Young
Environmental Protection Specialist
Permits Unit, Water Quaiiry Protection Section
Water Qualiry Contol Division
cc:Tom Bennett, WQCD
Locai Heaith Deparhnent
Jim Chubriio, D.E., Steamboat Springs Office
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BODs (me/l)45 (7-day average),30 (30-day average)
BODs (% removal)85 (30day average)
TSS, mechanical plant (mg/l)45 (7-day average), 30 (30-day average)
TSS, aerated lagoons (mgil)I 10 (7-day average), 75 (30-day average)
TSS, non-aerated lagoons (mgil)160 (7-day average), 105 (30-day average)
TSS, mechanical plant (% removal)85 (30day average)
Oiland Grease (mg/l)10 (maximum)
pH (s.u.)6.5-9.0 (min imum-maximu m)
Fecal Coliform (#/100 rnl)12000 (7-day average),6000 (30-day average)
Total Residual Ch lorine (mg/l)0.5 (daily maximum)
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Rock Gardens WWTF Water Quaii Assessment
Warrn Quar,lrv AssBssnmrqt
THE COLORADO RTVTN
Rocx GaBorxs WWTF
I. Introduction
The water quality assessmeut CWQA) of the Colorado River near the Rock Gardens Wastewater
Treatrnent Facility (WWTF) was prepared by the Colorado Departnent of Public Health and
Environment (CDPHE) Water Quality Controi Division (WQCD). The WQA was prepared for the
development of Preiiminary Effluent Limits (PEL) to faciiitate issuance of a Coiorado Discharge
Permit System (CDPS) permit for the Rock Gardens WWTF, and is intended to determine the
assimilative capacities avaiiable to the Rock Gardens W'WTF forpollutants found to be of concem.
Figure 1 on the following page contains a map of the study area evaluated as part of this WQA-
The Rock Gardens W'UITF proposed discharge is to the Colorado fuver. The ratio of the chronic
low flow of the Colorado fuverto the Rock Gardens WWTF design flow is 17,477:1. Analyses thus
indicate that assimilative capacities are very large and the nearest upsEeam and downstream faciiities
have no impact on the assimilative capacities available to the Rock Gardens WWTF-
Information used in this assessment includes water quality data gathered from tie WQCD Station 46
(Colorado River near Dotsero) and steam flow data from USGS Gage 09070500. Both ofthese sites
are located approximately 16 miles upstream of the proposed WWTF outfail. The data used in the
assessment consists ofthe best information avaiiable at the time ofpreparation of this PEL anaiysis.
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Table A-1
Assessment Sum
Name ofFaciliry Rock Gardens WWTF
County Garfield
WBID - Strearn Segment Upper Colorado River Basin, Upper Colorado
River Sub-basin, Sream Segment 03:
Mainstem of the Colorado River from the
outlet of Lake Granby to the confluence with
the Roaring Fork River.
COUCUCO3
Classifications Cold Water Aquatic Life Class 1
Class 1a Existing Primary Contact Recreation
Agriculture
Water Supply
Desimation Undesienated
PEL Page 1 of10 J.C.H. 10104102
'i-5-.Lt'.,?
Rock Gardens WWTF WaterI
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Figure I Rock Gardens W-WTF
II. Water Quality
The Rock Gardens WWTF would discharge to the Colorado River segment labeled COUCUC03.
This segment is described as the "Mainstem of the Colorado River from the outlet oflake Granbyto
the confluence with the Roaring Fork River." Streasr segment COUCUC03 is classified for Cold
Water Aquatic Life Class 1, Class 1a Existing Primary Contact Recreation, Agricultue, and Water
Supply.
The standards in Table A-2 have been assigned^ to steam segment COUCUCO3 in accordance with
lhe Classifications and Numeric Standardsfor Upper Colorado River Basin and Nonh Platte River
Basin (Planning Region I2).
PEL Page 2 of 10 J.C.H. t0104/02
'-:-:---
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Rock Gardens WWTF Water QualiI
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Standards for metals are generaily shown in the regulations as Table Value Standards (TVS). Table
Value Standards are derived from equations that depend on the receiving stream hardness and
species of fish present. The mean total hardness (as CaCO3) of the avaiiable upstream data is used
in calculating the metals TVS.
The mean hardness was computed to be 123 mgil based on sampling data from WQCD station
number 46 (Colorado River at Dotsero) located on the Coiorado River approximately 16 miles
upstream ofRock Gardens. This mean was caiculated from 37 hardness samples collected between
1993 and 1998. The hardness value and the formulas contained in the TVS were used to caiculate
the in-stream water quaiifv standards for metais '',vith the results shor,rn in Tabie A-3.
Table A-2
In-stream Standards for Stream Segment COUCUC03
Dissolved Orrgen (DO) = 6 mgil, minimum (7 mg/\, minimum during spawning)
pH=6.5-9su
Fecal Coliform = 200 colonies/100 mI
Un-ionized ammonia acute : TVS
Un-ionized arrrnonia chronic - 0.02 me/l
Chlorine acute - 0.019 mg/l
Chlonne chronic : 0.011 me/l
Free Cyanide acute = 0.005 mg/l
Sulticie cnronic = 1.002 meil
Boron chronic = 0.75 mg/l
Nitnte: I mgil
Nitrate : 10 me/l
Ch loride chronic : 250 me/\
Sulfate chronic: 250 me/l
Total Recoverable Arsenic acute : 50 ueil
Dissolved Cadnuum acute fortrout and Dissolved Cadmium chronic : TVS
Total Recoverable Trivalent Chromium acute : 50 ug/l
Dissoived Trivalent Chromium acute and chronic = TVS
Dissolved Hexavalent Chromium acute and chronic : TVS
Dissolved Copper acute and chronic - TVS
Dissolved Iron chronic = 300 usil
TotalRecoverable Iron chronic : 1000 ue/l
Dissolved Lead acute and chronic : TVS
Dissolved Manqanese chronic : 50 ug/l
Dissolved Manganese acute : TVS
Total Mercurv chronic = 0.01 us/l
Dissolved Nickel acute and chronic : TVS
Dissolved Selenium acute and chronic = TVS
Dissolved Siiver acute and Dissolved Silver chronic fortrout = TVS
Dissolved Zinc acute and chronic : TVS
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Rock Gardens WWTF Water ty AssessmentI
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Table A-3 Site Specific Water Quality Standards
Calculated lJsing the Following Vaiue for Hardness as
CaCOg: 123
. I 3667{.041 84tn(hardness)lfe(l'
l280nOardness)}3'6867)l
admium, Dissolved . I 36674.041 84ln(hardness)l[e(l'
1280n(har&rcss))-3'828)]
.(0.7852(nft ardness))-2.7 I 5)l
,(0.8 1 9(ln(hardness)F0.5340)
Hexavalent Chromium, Dissoived
Numeric sandards provided. formula not applicable
.- (1.273(ln(hardness)Fl.a6)l
. 46203 4. I 457 l2lnt hardness )l [e
,(0.3 33 I (ln(hardncss))16.a676)
,(0.333 I 0n(hardness))r5.87a3)
ickei, Dissolved
elenium, Dissolved
ilver, Dissolved ,( I .72(ln(hardness))- I 0.5 I )
,( 1. 1 02 I (ln(hardness)F2.7088)
ranium, Dissolved
,(1. I 02 I (ln(hardness)F2.382)
inc, Dissolved
rivaient Chromium, D issolved
,(0. 8a73 0n(hardness))r0. 8699)
PEL Page 4 of 10 J.C.H. t0t04/02
,/-{Tt*rmy:,wl
Yrffffi a\ffid8t3ryi$ryffiW;"'::s::rjir111'1st
Acutt 5.34
Trout 4.63
2.61
Acute 675.0 lud ,(0. 8 I 9(ln(hardness)|r2.5736)
87.8
Acute 16 ve/'Numeric standards orovided. formula not aoolicable
11
Coppeq Dissolved Acute 16.3
"Q.9
a?2lntwdness ))- I . 740 8)
10.7 ,(0.85a50n(hardness))-
1.7428)
Lead, Dissolved Acute 80.85
3.15 { 1.46203 4.1 4571 2ln(hardness)l ["(
l'273(lnttardness)]a'705)I
Manganese
Acute 31 99
1767
Acute <tr7 0 ,(0. 8a60n(hardness))r2.253)
62.0 ,(0.Ea60n0ardness)F0.055a)
Acute 18.4 udl Numeric sandards orovided. formula not aoolicable
4.6 lus,/1 Numenc standards orovided. formula not aoplicable
Acutr 2.90 y, r(l .7 z(ln(hadness ))5- 52)
Trou'0.46
0.11 e(
1.72(ln(hardness)F9.06)
Acutel 3017.9
1885.C
Acute 139.7 e(0.
8473(ln(hardness)Ir0. 86 I 8)
Chronicl 140 A
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Rock Gardens WWTF Water eualify Assessment PEL
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Ambient Water Oualitv
The WQCD evaiuates ambient water quaiity based on a variety ofstatistical methods as prescribed, inSection 31.8(2)(a)(i) and 31.8(2)OXi)@) of the Coloradi Department of public Heatth andEnvironment water Quality Control Commission Regulation No. 3l . .q.mlient water quatity isevaluated in this PEL analysis for *" T determining assimilative capacities and in completingantidegradation reviews for pollutants of concern
To conduct an assessment of the ambient water qualityupstream of the Rock Gardens w'wTF, datawere gathered Aom WQCD water qualify station 46 iocaied approximately 16 miles upstream hom
the faciliry. Data were available for aperiocl of record from Ociober 1995 ihrough September2000.
Data from this source reflects upstreaur water qualiry. All parameters were found tote well within
the assigned standards. These data are summarized in Table A-.1.
Table A4 Ambient water euality Summary Table
Ambient Water euality for rhe Colorado River
nbient Wa Summ 'able
*AhrbiiCir+ : 1: "r a*fi;.:
!:Strear;i-:'\ - . ---*.riiir:o1 _. "r' -"r
DO (mg/l)37 8.7 1i t2 ll 7pH (su)35 7.8 8.2 8.4 8.1 6.5-9Fecal Coliform (#/100
mi)33 J 4 43 t0 200Hardness (mg/l
CaCO3)3t 100 120 136 l11 NAAI, Dis (ue/l)t7 0 0 45 l9 87As. Trec (us/l)t7 0 0 0 0 NACd. Dis (ue/l)0 0 0 0.077 /..oCu. Dis (ue/l))t 0 0 0.42 0.54 1lFe. Trec (ue/l)3l 54 240 905 507 1000Pb, Dis (usil)t7 0 0 0 0.018 3.2Mn, Dis (ue/l)371 6.1 9 13 13 50Se. Dis (ue/l)16 0 0 os1 0.29 4.6A g, Dis (ue/l)36 0 0 0 0 0.11Zn. Dis (ueil)JI 0 0 0 2.41 141TRC (me/l)+L 0 0 0 ol 0.011
E. Coli, (#/100 mi)1 9 9 9 el t26Nitrate (me/l))t 0 0 0 o.o3 |t0Nitrate+Nitrire (ms/l)37 0 0 0 0.031 NANH:. Unionzed (mg/l)?o 0.000761 0.0025 0.009:r 0.004 0.02
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III. Water Quantity
Colorado regulations specifu the use of low flow conditions when estabiishing water quality based
effluent limitations, specificallythe acute and chronic low flows. The acute low flow, referred to as
lE3, represents the one-day low flow recurring in a three-year interval. The chronic low flow, 30E3,
represents the 30-day average low flow recurring in a three-year interval.
Low Flow Analvsis
To determine the low flows available to the Rock Gardens WWTF, USGS gage station 09070500
(Coloraclo River near Dotsero, CO) was used. This 1low gage prol'ides a representative measurement
ofthe upstream flow because there are no diversions or confluence of significance benveen the flow
gage and the faciliry.
Daily florvs from the USGS Gage Station 09070500 (Colorado River near Dotsero. CO) were
obtained and the annual 1E3 and 30E3 lorv flows rvere calculated using U.S. Environmental
Protection Agency (EPA) DFLOW softrvare. The output from DFLOW provides caiculated acute
and chronic low florvs tbr each month. Flow data from Januar,v 1, 1990 through September 30, 2000
were avaiiable from the gage station. The gage station and time frames were deemed representative
of curent flows and were therefore used in this analysis. Based on the low flow analysis described
previousiy, the upstream low flows avaiiabie to the Rock Gardens W-WTF were calculated and are
presented in Table A-5.
Table A-5
Low Flows for the Colorado River at the Rock Gardens WWTF
ltr^:i .: :'1,'a
lAninal
ij:l :J*:: ;-i:::iE
' Jari"!
::.., :-.....-j
' '-l ii *:
-.: -;l; : .:'-
.,:L 1.3rll-' -l:ilun '-l '7u7 ',r..r.rl* " 1.:: -,,--.Lr :--::-::-":.<l- --:'
..t','.:: 't:
., ii.r- ; ::.]
"A.rs', ); ]|:1r:]
I.".' :..l-.: . ----I s?p
ll
|'i'-":,
:l1esg;:tril
1E3
Acute 473 474 564 572 732 109 1 t23t 1091 t200 950 794 550 473
30E3
Chronic 6i7 677 677 ol I 685 tt44 I ??,)r at(LLI )I 106 854 726 678 677
w. Technical Analvsis
In-strearn background data and low flows evaiuated in Sections tr and III are ultimately used to
determine the assimilative capacity of the Colorado River near the Rock Gardens WWTF for
poilutants of concern. For ail parameters except ammonia a technicai anaiysis of stream assimiiation
capaciry uses the annuai low flow (lowest of the monthly low flows) as calculated in the low flow
anaiysis. For ammoma" the regulations allow the use of seasonal flows when establishing
assimilative capacities. It is standard procedure to determine assimilative capacities for each month
using the monthly low flows calculated in the 1ow flow analysis.
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Rock Gardens WWTF Water
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The assimilative capaciry analysis consists of steady-state mass-balance calculations for most
pollutants and modeling for other pollutants such as ammonia. A mass-balance equation is used to
calculate the maximum allowable concentration of pollutants in the effluent and accounts for the
upsteam concentration of a pollutant at the existing qualify, critical low flow (minimai diiution),
effluent flow and the water quatity standard. The mass-balance equation is expressed as:
Mz=MzQt-MrQr
Qz
where:
Qr = Upstream low flow (1E3 or 30E3)
Q2: Average daily effluent flow (ciesign capaciry)
2r: Downstream flow (Q7 + Qz)
Mr = rn-stream backgror:nd pollutant concentration at the mean
Mz: Calcalated murimum ailowable effluent pollutant concenfation
Mr: Ma:<imum allowable in-steam pollutant concentration (water quality standard)
Pollutants of Concern
The following parameters were identified by the WQCD as pollutants of concern for this facility:
o Total Ammonia
. Fecal Coliform
r Total Residual Chlorine.
.PH
. TSS
. BODs
. Oil and Grease
There are no numeic in-stream rvater quaiity standards for BODs, TSS, and oil and grcase. Thus,
assimilative capaciries for these parameters were not caiculated in this PEL assessment. Appropriate
effluent linr.itations for these parameters rvill be set by CDPS ef{luent limit guidelines.
Based upon the size of the discharge, the lack of industrial contributors, dilution provided by the
receiving stream and the fact that no unusually high metals concentations are expected to be found
in the urastewater effluent, metals are not evaluated further in this water quality assessment.
Rock Gardens WWTF: The Rock Gardens WWTF is iocated in the NW1/4 of SE1/4 Section 2,
T65, R89W, 6rh P.M. in Garfieid County. The proposed design capacity of the facility is 0.025
MGD (0.03875 cfs). Wastewater treatr:rent is proposed to be accomplished using a mechanicai
wastewater treatrnent process. The technical analyses that follow include assessments of the
assimilative capacity based on this design capacity.
Nearbv Sources
Aa assessment of nearby facilities based on WQCD's Permit Tracking System database found 2
current dischargers to the Colorado River in Glenwood Springs downstream of the Rock Gardens
W-WTF; The City of Glenwood Springs WWTF (CO-0020516) and Glenwood Hot Springs (CO-
0000141). There are 3 proposed Coiorado Departrnent of Transportation (CDOT) rest area
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Rock Gardens WWTF Water Qualiry Assessment PEL
discharges upstream ofthe Rock Gardens W'WTF in Glenwood Canyon. There are current instream
temperature standards and effluent temperature limit guidelines being discussed by a workgroup of
the WQCD. This may effect the Glenwood Hot Springs effluent limits, but the Rock Gardens
WWTF discharge limits would not be effected by these issues. Because of the large river volume
available for dilution, the domestic nature of the other discharge faciiities, and the fact that other
facilities are located far enough away from the proposed Rock Gardens W'WTF, these facilities were
not considered in this analysis.
Based on information curently available, there is no indication that non-point sources are a
significant source of pollutants of concern in this area. Any upstream non-point sources were
considered in the assessment of the upstream water quality.
Chlorine: The mass-balance equationwas used to determine the assimilative capacityforchlorine.
There are nu yuiur. >uurecs discha'gilg iotai residual chiorine within one miie of the Rock Gardens
WWTF. Because chlorine is rapidly oxidized. in-stream levels ofresidual ciriorine are detected only
for a short distance belorv a soruce. Ambient chiorine rvas therefore assumed to be zero. Using the
mass-baiance equation provided in the beginning of Section fV, the acute and chronic low flows set
out in Section Itr, the chlorine background concentration of zero as discussed above, and the in-
stream standards for chlorine shown in Section II, assimiiative capacities for chlorine were
calculated. The data used and the resulting caiculations of the allowable discharge concentration,
Mz, are set forth below.
Fecal Coliform: There are no point sources discharging lecal coiifomr within one mile of the Rock
Gardens WWTF. It is standard operating procedure of the WQCD to perform a mass-baiance
calcuiation to determine if fecai coliform standards are exceeded. WQCD procedure specifies that
the mass-baiance be calculated using only the chronic low flow as set out in Section Itr. Using the
mass-balance equation provided in the beginning of Section fV, the background concentration
gsnlainsd in Section II, and the in-stream standards for fecai coliform shown in Section tr, checks for
fecal coliforrn were conducted. The data used and the resuiting calculations of the allowabie
discharge concentration, M2, are set forth below.
Ammonia: Ammonia is present in the aqueous environment in both ionized and un-ionized forms.
It is the un-ionized form which is toxic and which is addressed by water quaiity standards. The
proportion of total ammonia present in un-ionized form in the receiving stream is a function of the
combined upstream and effiuent ammonia concentrations, and the pH and temperature ofthe effluent
and receiving stream, combined. Using the mass-balance equation provided in the beginning of
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Parameter h kfs)Q2 ftfs)Qs kfs)Mt (ms/l)Mt (me/l)Mzfus/l)
Acute Chlorine 475 0.0388 475.0388 0 0.019 z))
Chronic Chlorine 677 0.0388 677.0388 0 0.0i 1 t92
Parameter Qt
(cfs)
Q:
(cfs)
Qt
(cfs)
Mt
(#/100 ml)
Mt
(ll/100 ml)
Mz
(#/100 ml)
Fecai Coliform 677 0.0388 677.0388 10 200 3,319,684
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Rock Gardens WWTF WaterI
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Section fV, the acute and chronic low flows set out in Section III, the mean ammonia background
concentration shown in Section II, and the in-stream standards found in the Colorado Total
Maximum Daily Load and Wasteload Allocation Guidance and the CDP,S Summary of Rationale
General Permitfor Domestic Wastewater Treatment Facilities that Discharge to Receiving Waters
with a Chronic Low Flow: Design Flow Ratio of 100:1 or Greater forMr, assimiiative capacities for
chronic total ammonia were calculated. The data used and the resulting calculations ofthe allowable
discharge concentation, M2, are contained in Table A-6.
V. Antidegradation Review
As set out in The Basic Standards and Methodologies of Surface Water, Section 31.8(2)(b), an
antidegradation analysis is required except in cases where the receiving water is designated as "IJse
Protected" where the fuil assimilative capacity of a receiving water may be used, or "Outstanding
Waters" where no degradation of a receiving water is ailowed.
According to the Classifications and Numeric Standards for Upper Colorado River Basin and North
Platte River Basin (Planning Region 12), strearn segment COUCUC03 is Undesignated. Thus, an
antidegradation review may be conducted for this segment if new or increased impacts are found to
occur. However, the ratio of the flow of the Coiorado fuver to the Rock Gardens WWTF design
Table A.-6
Ammonia Assimilative Capacities for the Colorado River
at the Rock Gardens WWTF
Design of 0.025 MGD (0.03875 cfs)
ti$]iry.':, , -i. rtu4c'ii'r'hr;,*t-a,*ll..r ,ia1is.:.E; \' . !d.! .in..f-:rrzl, ?^El::,^..,Qfi " aij:;l,:r. :. r- &+., 1",. .,.rr-- -t_.._
NH3, Tot (mgil) Jan 677.40 0.0388 677.0388 0.01 0.70 >30
NH3, Tot (mg/l) Feb 677.00 0.0388 677.0388 0.01 0.60 >30
NH3, Tot (mg/l) Mar 677.00 0.0388 677.0388 0.01 0.40 >30
NH3, Tot (mg/l) Apr 685.00 0.0388 68s.0388 0.01 0.40 >30
NH3, Tot (mg/l) May 1144.00 0.0388 1144.0388 0.01 0.30 >30
NH3, Tot (mg/l) Jun t332.00 0.0388 1332.0388 0.01 0.30 >30
MIr, Tot (mgil) Jul 1275.00 0.0388 t275.0388 0.01 0.30 >30
NH3, Tot (mg/l) Aug 1106.00 0.0388 1106.0388 0.01 0.30 >30
NH3, Tot (mg/l) Sep 854.00 0.0388 854.0388 0.01 0.30 >30
NH3, Tot (mg/l) Oct 726.00 0.0388 726.0388 0.01 0.30 >30
NH3, Tot (mg/l) Nov 678.00 0.0388 678.0388 0.01 0.30 >30
NH3, Tot (mg/l) Dec 677.00 0.0388 677.0388 0.01 0.50 >30
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flow is 17,471:1 at low flows. Section 31.8 (3)(c) specifies that the discharge of pollutants should
not be considered to result in significant degradation of the reviewable waters if the flow rate is
greater than 100: i dilution at low flow. Thus, condition 31.8(3Xc) of the regulations is met and no
further antidegradation evaluation is nec essary.
VI. References
Classifications and Numeic Standards for (Jpper Colorado River Basin and North Platte River
Basin (Planning Region I2), Regtlation No. J3, CDPI{E, WQCC, Effective Jtrne 30, 2001.
The Basic Standards and Methodologies for Surface Water, Regulation -rl, CDPI{E, Effective
October 31, 2001.
CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that
Discharge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100:1 or Greater,
CDPS Permit COG-584000, Statewide, CDPL#., September 14,1994.
Antidegradation Significance Determinationfor New or Increased Water Quality Impacts,
Procedural Guidance, WQCD, Version 1.0 2001.
PEL Page 10 of 10 J.C.H. r0104t02
I F::[e"i[:,[eri,o*te*ate,
June 2003
Zancanella and Associates, lnc.
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I Authority Letter
Ownership Documents
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Application Attachment 7
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ROCK GARDEI\S IUOBILE HONIE PARK
& CA}IPGROI.IND, LLC
Colorado Department of Health and Environment
Water Quality Control Division
4300 Cherry Creek Drive South
Denver, CO 80246
Re. Rock Gardens Wastewater Treatment Faciiity
To Whom It May Concern:
The undersigned is the owner of properfy which is the subject of an application to the
Colorado Department of Heaith and Environment for a Site Permit for a wastewater
treatment facltlty. The treatment plant wiil serve the Rock Gardens recreational vehicle
and mobile home park which is located on said properfy. The undersigned will own and
maintain the wastewater treatrnent facility utilizing appropriately certified operators. A
site within the properfy has been made availabie for the treatment facility as specified by
plans prepared by Zancanella and Associates.
1308 CR 129 Glenwood Springs, CO 81601
e7a)945-6737
Owner, Rock Gardens Mobile Home Park &
Campground, LLC
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nECoR0E0i .$t{' ,o:CLoCx p.H.
,_ JAI ? ' ttl ltrloRED rLSooRFr clFE.lro f,fiFHQ9u**roo*0801rrcr001
liaroh 15, 1990 l,the aeaords of the
Except te otherrLgeretlfled and effLrned
A}ENDUABB tO DFED OF rNUSr
i n, Thle .luendncnt to L]eed of rlruot ls taado and ontorbd into tbl,siJl d.y of boeotrbeE, 1093 by and bctwoon KE?IN B. 8CUNBIDER ardl(rllBtRir,Y 8- BelrtlEtnBR (Bolanoldgrol, Eerro.ctrcr, whoge addrees Ia t30gI
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9=llr noad 1291 €ranwood aprtngal cqrorado ol6oL "il-nlr,iiau-i.Lrvrrlcs[ot{ and r{rratrru .r. Lrvrnogiou 1&lvlngaio""1 r-ibnJ";;-il";;ed&ooo la 0l7B cr".tira" c."itl-ci"r*J"a slJr-"!", 'clrqraoo or6ol.
ErcrrAr,s_f! tvr(l(frtO N Ld/U
d .WHBREA,9, on tlaroh 15, Igg0, Eohnqlders,m,:o:ll:I_9f_f.r:ldf Etato of colorad" .na r,f"f-"g-"[oig esreroathe county of Garficrd, Eiato of ctroraao .i-i.tot-i.-.-"-;;-:;;:-:;
il;i.r""$'li:.h:t-""'rg:-iii'.;ix,;r,:Tlifi"i'jff T',",r"-Jx:iiiilE*"T?"lil,H?to"!fi "l["."JJJr"do]{":Jr:?H;Tr"r"-;ffi :}:i:f**{ _:i:-T":i111-Ii;" Fl,Fi{-?;t+;!'iirii, ido. oo i- tiiiiii#
fl l::.1i:"T=:":l"i:""|,:.""iia-_q:"d-;?-&yi-Ll";;;,.d"T;"ffi :proporty locatad at 3108 county ._n"*a -12g-, s:""i1[*rJJolSiI:]:=o:l- 1>5l_ gTll1u.tarly_ accirilred 1n-i',.r,r-frT' ,a" ;iilteiE9l?f"oo, - lror€ pertlcularly decdrLbed h SxhtUtt ,tAi
nBreEo Bnd rrFde a part horeof by thte referenee,
i{HEnE[B, cal-d Deed of rmct wae recorded
P"oE.Z?{ qt pase 521 au Recaprion No.- afOOal-i"sart:-ol'cl CounLy Clerk and Recorder.
I .?iEEREA8, the partiec dogJ.re to anend arld oced,of lprust ashstoinnftor set toitU.
i,
| .NOII TEEREEORE, for- good gr{ valuable cons:lderatlon, thereoeJ-pt.and aufficiencv or_itrtcu r; h"r;[;-;r;"Ji"iira, Behnerdereand Llvingetons agree -ao followor
L" "rlio.r33ffi;, r5,'ll;ffndment to Deed or rtust eharr
' 2- NorB rrBra4c$r -rhe baraaee dus under the prgmleeory Note3e o-f t-hc.-nffoutl.ve dir,e rs ose tuhdred t\reitv-s""Iriihous"rrd g€venHundred Stxry ltvo and }zttoo ooriii, igizi',isi.dil,' ,
.3'. -IsFEsq n r.8r rhs lntereet rnto eot forth rn ths Desd ofTnrgt ehall be chcngdd fron ll peroent to s psro;;t.t-
:lllgio_lr"*m;.rffi m:"""1:*"T*""r:*iT;,r",xri*ii,ll'.r"::00/100 Dorlars to pitnoipal and inrereet p"i"ui"-ln ffi-;;#;;rI;o'e rhougand one Eunired Beventy rir6 --i"J"ogzroo Dolrsrs(s1,175.66).
5.provided.tr;;ffi
and remalne in fuII foree and effeot.
SIAIE OP COLOR,BDO
COT'NTY OT GAR8IELD
thls
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r tllilr llilr ilil lilt llllil l]ll llilt ill lllll llll lll
til,/,,u,Lr+
0-lL\|/b'
P338 ll nLSDoRF
COUNTY COI
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Namc and Arl<lress of Pc6on (lrealng Newl, (:realcd Legal D€scnpnon i5 38-15' ltr6 5. C R S )
lr).+": kg.tr"'' B' 5"rva,es2.
Witness mv hand and ollicial seal.
My commisslon expires: /J -/1')Ji )-
,-//
( ^,(u* ..f2--4,)
Notary l\rblic
597330 02/13/2OOZ t0:56e 81329I o| 2 R 10.00 O O,OO G0RFIELD
QUITCLAIM DEf,D
THIS DEED, rnade this I lth day of February,2OO2 , bet$een Kirnberly S.
Schneider AKA Kimberly S. Mechling of the *County of Garfield and State
of Colorido, grantor(s), and Kevin B, Schneitler and Kathleen C.
Schneider whose legal address is 1308 County Road 129, Glenlvood
Springs, CO, ofthe County ofGarficld and State ofColorado, grantee(s),
./t
8, tro,
WmXf5Siiirht the grantor(s), for and in consideration of the sum of TEN DOLLARS AND NO/100 DOLLARS,
the receipt and suffrcienry of which is hereby acknorvledged. have remised, released. sold and QUITCLAIMED, and
by these presents do remise, release, sell and QUITCLAIM unto the grantee(s), their heirs, successors and assigns
forever, all the right, title, interest, clairn and dcmand rvhich tlle grantor(s) havc in and to tlte rcal propcrty. to8ctllcr
with improvements, ifany, situate, lying and being in the said County ol'Garfietrt and State ol Colorado, described as
follows:
See Exhibit A attached hereto and made a part hcreof.
also knorvn by street and number as: 1308 County Road 129, Glenl'ood Springs' CO 81601
assessor's schedule or parcel number: R010212, 2185-021-00-046
TO HAVE AND TO HOLD the salne, together $,ith all and singular the appurtenances and privileges thereunto
belonging, or in anyrvise thereunto appe(aining, and all the estate, right. title, interest and claim $tatsoever of the
grantor(s), either in latv or equity, to the only proper use, benefit and behoofofthe grantee(s) their heirs and assigns
forevcr.
INW WIIEREOF, the
S. Schncider AKA
STATE OF COLORADO,
count-v of LlnAh e'l': ) tt
The foregoing instrument rvas acknorvledged before me this //
Kimberly S. Schneider AKA Kimberly S. Mechling.
aay or fr6t'utw7 )d')'b.t,
C.a"ux-r€,oE4
U t)9
6lraDl
'lf in Deilq, ,Bcn 'Ciry md'
No. 931. Rcv. 4-9n QUTCTjII\I DEEI)
ltte Vis'on Form SDDOOCO Ra m/1787
{1'rvr x1-e-go".t
l3o{ CF
G5., c-,
il'1..
p,
o
this deed on the date set forth above.
!b-rA,9l:
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[ililillt][] ilttffi lil til597330 O2/13/2OOZ l0:564 81329 P339 il ALSDoRF2 of 2 R 10.00 O O.OO GRRFIELD COUI{TY CO
Exhibit A
Parcel Al
A strip or parcel of ltnd 200 fcct rvide lf ing South of the road antl olT thc West side of the NW%SE%, Section 2, Torvnship 6
South, Range 89 West of the 6th P.M. anri morc particularly rlescriberl as lbllorvs:
Beginning at the Southlvest corner of said NW%SE%;
Thcnce running Easterly 200 fcet along South line of said NW%SE%;
Thence Northerly on a line parallel to West line of said NW%SE% to the County Road;
Thence Westerly along the County Road to the West line of said NW%SE%;
Thence Southerly along said West line to the place of beginning;
Excepting from the above dcscribed Parcel A the property conveyed to the Department of Ilighrvays, State of Colorirdo, by
Edward E. Hendcrson, Jr. unrl Iris V. Henrlerson in Deed recorded October 22, 1964 in Book 361 at Page {09 as Reception
227358 arul dcscribed as follorvs, to-rvit:
A tract or parcel of land No. 113 of Colorado Dcpartment of Highrvays Project No. I 70-2(2)l2l Section 2, in the NW% of the
SE% of Section 2, Township 6 South, Range 89 Wcst of the 6th P.M., said tract or parcel being more particularly rlcscribed
as follows:
Beginning tt a point on thc West line of the NW% of the SE% of Scction 2 from rYhich point thc E% corner of Section 2,
Torvnship 6 South, Range 89 Wcst, bcars N. 78.08' E., a distance of 2{9J.9 I'cct;
Thcncc N. E. along the Wcst line of tho NW% of thc SE% of Scction 2, l disttncc of 6{.{ l'eet to thc South right of
rYay line of S.H. { (Decembcr l96J);
Thencc along thc South right of rvay linc of S.H. {(Dcccmbcr l96J) N. 81"29' E. u distxncc of 2(}8.7 l'cct to rhc East proporty
linc;
Thence S. 00"50'30" W. along the East propcrty line a distancc of 120.{ l'ecti
Thence N. 83"03' W. a distancc of 207,1 f'cet, morc or lcss to the l)oint of beginning.
Parcel B:
Also' thc SW%SE% of Section 2, Tou'nship 6 South, Rungc 89 West of the 6th Principal Meridiln.
County of Gar{iekl, State of Colorado
I
I Engineering Report June 2003a Rock Gardens Wastewater _ Zancanella and Associates, lnc.
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APPENDICES
APPENDIX A
I Manufacturer / Equipment lnformation
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THE SI4ULL TREATMEI\IT PLAI{T SOLUTIOI{
E.A. AEROTOR
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E LAKESIDE,
4 threr Ptir:-;;;et:or: Siiice --;-J# ffiffix[ffi ;m^ffiffi:i'e,idTffi frfis:a? .' i-;;i,''r.' di*ifffiffi
Presented to:
Project:
Attention:
Zacanella & Associates
IJLar-y F Project, Colorado
Thomas Zacanella, P.E.
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LAKEil t D E EQu t P M ENT 9 grrP^RArt o N
- "'- - -warER PURtFtcAnory YNSfiH u *,."
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wA t E^ rw, \.',v..i;d i BpRTLETT, lL60103
1022 E. DEVON AVE. ' P,O. BO)
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I H LazY F Proiect, Colorado
lnfluent Parameters
I ffi; :: : :: : : t.t .-..-........hf11i'
(Averase)
IIii:: : : 2emg/r
Discharge Limits
BODs.....'... 10 mg/l
NHr N
CLR Design
Process FlFnded Aeration
Required oxysen Rates........... ........""""""""""""i00 l|":il t3l[
cLR vorume t;,ffi' ffil* [E] i:::EIl
Organic Loading""" 12'9 lb BOD/1000 cu-ft
Detention Time, CLR """"""29 hours
CLR EquiPment
Rotor Aerators.............. ?!"#13;[ Yi,t#Rotors
with 4-n or blades
55 rPm
Vetocity controtBaffles....... ..one iil 8-ft pivoting batfle assembly
Effluent Weir """"" """""""""""""""""One (1) 2-ft weir gate
RAS airtift-. """"""""""""""ont iri so-gp' Capaci$
3-in PiPe O
RAS & scum airlift blower per reactor' fftlt^IfiXfiil
blower
Clarifier Design
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DESIGN SUMMARY SHEET
1112712002
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I''",.:il'.:::*- 13:[wiatn......... """"ii-n
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I Design Storage 20 davs
! *..o.rended operating Parameters
:
I ill ami;; .. . .....""""""':"": """:""" ""XJi"'?fo1)"'or Raw rnnuent Frow
! Predicted Performance
r BoDs......... """"''10 ms/l
t inr. ...',. :: : .:......::10 [3il
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IAKESI D E EQU I P MENT CO RPO RATI O N
WATER PURIFICATION SINCE 1928
1022 e DEVONAVE. r P.O. 8OX8448 r BARTLETT, 1L60103
E. A. AEROTOR
PARTIAL REFERENGE LIST
LOCATION EQUIPMENT CONTACT s.o.
NUMBER
Port Gibson, MS
Grand GulfNuclear St.
0.05 mgd
Model 15i40MM
(i) - 8'Magna Rotors
15-ft dia Spiraflo
Dennis Staer
60U437-6431 96-172
Newburg, PA
Blue Mountain Service
Plaza
0.05 mgd
Model lzl3ll\iNl
(2) - 8'Magna Rotors
(2) lz-ft dia. Spiraflo
Larry Hammaker
800t365-t2t5
ext.1301
96-2t0
GalLnan, MS
Copiair County WWTP
0.15 mgd
Model22l55\/NI
(2) - 12'Magna Rotor
22-ft dia- Spiraflo
Billy Dorsey
601/856-2058 92-332
Gosport,IN
0.06 mgd
Model l6l52MM
(2) - 13'Magna Rotors
16-ft dia- Spiraflo
John Trotter
8t21824-93tt 93-347
Bow, KY
Dale Hallow State Park
0.08 mgd
Model 201441\/ft\n
(2) - 14'Magna Rotors
20-ft dia- Spiraflo
David Thrasher
5021433-743t 95-166
Fort Morgan, CO
Morgan Heights WWTP' 0.12 mgd
Modei 20l45lWI
(2) - 8'Magna Rotors
20-ft dia. Spiraflo
Bill Baker
9701842-5671 98- 1 59
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Bulletin #1
ised Ma
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-Y{e d Aer ationl C omplete NIix
Plants E lndtrstrial APPlr.
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Lakeside's E. A. Aerotor Plant
The E. A. Aerotor Plant is a simple, efficient, economical method to treat municipal and industrial wastes. Unlike
typical smallpackageplants, the E. A. AerotorPlant incorporates allthe componentJofalarge scale extendedaeration/
complete mix process utilizing Lakeside's Closed Loop Reactor Process. The CLR Proceis functions as the reactor
basin for extended aeration and Lakeside's Spiraflo Clarifier functions as the final settling tank.
The E. A. Aerotor Plant's compact structure makes it particularly suitable for small communities, housing
developments, trailer parks, schools, and industrial applications. The E. A. Aerotor Plant is available for sites wid
an average flow between .01 and 0.5 mgd.
Plant Operation
Closed Loop Reactor Operation_
Wastewater flows through a bar screen
and into the reactor basin upstream from
the rotor. The rotor distributes the
incoming and retumed sludge flows and
mixes them with active microorganisms.
The rotors also supply oxygen and
provide propulsion to keep the contents
of the reactor basin uniformlv mixed and
in motion.
The mixture of wastewater and active
microorganismscirculateswithinthe RoToRASSEMBLY
reactor basin for about 24 hours. The ROTOB EAFFIfflow then passes over a handwheel
operated weir into the Spiraflo Clarifier.
ROTOR COVEH
(0m0Nru REACTOR BASIN
Spi raflo Clarifier Operation
ln the Spiraflo Clarifier, the solids
separate from the liquid to form sludge and scum. The
remaining clear liquid passes over the clarifier effluent
weir and is discharged either to the effluent stream or
E. A. Aerotor Plant Layout
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t to further treatnxent processes. The
floating scum and the settled sludge are
returned to the reactor basin R.T.RASSEMBLY
by an air lift pump from the
scum box and the clanfier
respectively.
Excess siudge formed by the
process is stable. It is re-
moved from the svstem and
transported to a sludge
holding tank. The excess
sludge can be applied to siudge beds and SCUMATBUFI
sludge lagoons or it can be hauled away
for land disposal.
/SP|RAFLo
ctAFHm ADJUS'TABI.T WEIRI
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Design Benefits
Design of Plant
The E. A. Aerotor Plant is custom designed to provide
optimum performance at the lowest possible cost- Both
the Closed Loop Reactor and the Spiraflo Clarifier are
.^rdividually sized to meet the specific requirements of
each application. To save space and reduce installation
costs, the Closed Loop Reactor and the Spiraflo Clarifier
are designed to share a common wall.
For special applicadons, the Closed Loop Reactor tank
can be designed with two concentric channels. The dual
channels provide stand-by capacity, allow efficient
treatment for large seasonal flow variations, and promote
biological nutrient removal with varying oxygen input.
Each E.A. Aerotor Plant's aeration channel can indepen-
dently discharge to the clarifier and is controlled by its
own adjustable weir.
Concrete tank constnrction is ideal for in-ground E. A.
Aerotor Plant installations. Maintenance costs are lower
with concrete tanks because periodic sand blasting or
repainting is not required. However, the piant can be
constructed with either concrete. fabricated steel, or a
combination ofthe two depending on site conditions and
materiai costs.
Design of Equipment
To simplify installation, maintenance, and repairs,
Lakeside supplies all equipment and materials within the
exterior wail (excluding concrete base. eiectrical lines.
Iighting and buried piping). Lakeside uses standard parts
whenever available to make repairs even easier. Plant
equipment is designed to operate effectiveiy outdoors
and withstand harsh weather conditions.
Holdingford, MN
Dual Channel E. A. Aerotor Plant
Copynghi ,O ulesdo Equpmsnt Corporalon 2000
Design of Controls
The E. A. Aerotor Plant's self-contained unit is designed
to produce high quality effluent 'vithout exiensive
operating costs or operator attention. To reduce labor and
maintenance costs, ail operation and conffoi equipment
is easily reached from the access bridge.
Controls for both the Closed Loop Reactor and the
Spiraflo Clarifier are easy to use. The operator can
control the amount of dissolved oxygen in the reactor
basin by adjusting the reactor weir. Also, by simply
adjusting the air flow to the air lift pump, the operator can
control the sludge rerurn rate to the reactor basin.
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Pinconning, MI
Gulfport. ,VlS
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Process Benefits
E. A. Aerotor process combines the features of the Closed Loop Reactor and the Spiraflo Clarifier to provide
following benefits:
. treats a broad range oforganic and hydraulic loads
. removes as much as 960/o of the BOD and SS
. provides as much as 99Vo nitrification
. produces only small amounts of excess stable sludge
. operates for extended periods without sludge wasting
. provides odor-free operation
Maior Equipment Benefits
Spiraflo Clarifier
The Spiratlo Clarifier functions as the Plant's tinai
senling tank. This peripheral-leed ciarifier with center
take-off minimizes flow short circuiting and maximizes
use of the clarifier's voiume. The Spiraflo's unique
penpherai-feed flow pattern offers the best hydraulics
for complete separation of clear effluent tiom soiids.
Lakeside's Fuil Surface Skimmer can be installed to
remove scum that may accumulate in the main sertling
area of some Spiraflo Clarifiers.
Rotor Aerators
The Rotor Aerators are highiy efficient. slow speed.
mechanical surface aerators that supply the oxygen and
produce the propulsion necessary fbr effective treatment
of BOD and SS. These horizontal biaded rotors pump
and mix over a broad range of oxygenation capacities and
organic loadings.
Lakeside Rotor Aerator Covers can be installed to protect
the Rotor Aerators during winter operation. to increase
Rotor Aerator service [ife. and to reduce noise leveis.
+LAKESIDE
:- *:.ilrr t'utttu\ililtn.\itu t! ttt!:t Lakeside Equipment Corporation
Fhtshing, Ohio
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Peripheral-Jbed design prevents short circuiting
Bladed rotors supplv oxvgen and provide propulsion
lO22E. Devon. P.O. Box 8448 . Bartlett,IL 60103 .630/8i7-5640 . F.A.X: 6301837-5647' E-mail: sales@lakeside-equipment.com
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-LAKESIDEBulletin # 1412
November 1g9g
CLR Process
Closed Loop Reactor Process
Responsive Technology. . . Meeting and Exceeding Industry
Standards for More Than 35 YearsI
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@ Copyright Lakeside Equipment Corporation 1999
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Lakeside Biological Treatment Processes
Lakeside has more than 35 years of oxidation ditch experience
leading to the development of the present day Closed Loop Reactor
(CLR) Process. Derived from the original design by Dr. APasveer
of The Research Institute of Public Health (TNO) in the Netherlands,
Lakeside has more than 1,500 installations demonsffating its
expertise in oxidation ditch technology.
Lakeside's CLR Process provides a
variety of treatment options for
wastewater:
. Several operational modes
. Nitrogen and phosphorus
removal capabilities
. An adaptable configuration
The CLRProcess is not oniy simple
to operate, but it provides
maximum flexibility with
consistent high quality effluent.
Lakeside's staff delivers fuil service from initial concept
through the construction stages and subsequent
operation of the plant. Lakeside will help plants reliabiy
meet and exceed effluent standards by providing
equipment that requires minimal operator affention and
maintenance.
Closed Loop Reactor Configuration
The Closed Loop Reactor (CLR) Process describes a
process, nof the reactor's shape. As shown, the basin
shape can be any one of several including the conventional
racetrack, folded U-shape, or concentric multichannel
designs. The selection of basin size, control and flow
consideration is the key to the CLR Process.
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Closed Loop Reactor Process
The CLH Process is known for its stable operation, minimizing the time
and efforl operators need for control or adiustment.
Conventional Secondary Treatment
The CLR Process is a modified form of the
extended aeration, complete mix process. The
design is based on a single sludge system in a
closed loop reactor.
The CLR Process consists of one or more
reactors with a single feed point for raw
wastewater and return siudge. The basic CLR
design uses a simple oval configuration, which
provides a straight line flow pattern for
wastewater between the headworks and
the final clarifiers.
At the core of the CLR Process is the
horizontal, bladed Magna Rotor, which sustains
high concentrations of microorganisms in the
channei to maintain process control. The
system offers simple control of oxygen input
through adjustrnent of rotor immersion by raising
or lowering a weir.
The CLR Process is known for its stabie operation,
which minimizes the time and effort operators need
to control or adjust the system. Even in cold
weather conditions when microorganism
activiry is decreased. the process
operates effrciently without
special attention.
A key component to
successful operation
of the CLR Process is
the finai clarifier.
Lakeside's Spiraflo Clarifier
uses a peripheral-feed tlow
technology proven to be
superior for effective
solids separation.
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CLR Process Modifications
To provide maximum flexibiiity with two or more reactors, the system can be designed to operate in
parallel, series or peak flow mode. Operational conrol is provided by a splitter box arrangement for both
the raw wasrewater and return activated sludge (RAS). Slide gates are typically manually operated. For
more sophisticated process controi the siide gates can be electrically activated as flow and load conditions
change.
Parallel Operation
E,,rs.nr Raw wastewater and refurn activated siudge are
introduced at a single point in a standard racetrack
CLR basin. Dissolved oxygen content in the mixed
iiquor is maintained evenly throughout. Oxygen is
controlled by rotor speed and immersion with the
use of an adjustable weir in each reactor. Simple
operation can provide high levels of BOD, and TSS
removal with effiuentNH3-N levels of 1 mg/l orless.
Series Operation
E,ru.,r In series operation, raw wastewater and return
activated sludge enter Reactor No. 1, flow to
Reactor No. 2 and continue over the effluent weir.
To maintain anoxic conditions for denirification in
Reactor No. 1, rotor speed and immersion are
controlled to match oxygen demand. Oxygen levels
in Reactor No. 2 are maintained in aerobic
conditions through control of individual rotor speeds
and immersion.
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Parallel, series and peak flow operations offer
operators maximum flexibility.
Peak Flow Hydraulic CapacitY
During peak flow conditions, solids from the
reactor basin travel rapidly to the final ciarifiers. If
this rate exceeds the refurned solids rate, clarifier
solids washout will occur. To prevent solids
washout. Lakeside's peak flow operation introduces
raw wastewater into Reactor No. 2 and return
activated sludge into ReactorNo. 1. Return activated
siudge from Reactor No. f is then fed to Reactor No.
2 at the same rate it is pumped from the clarifier
which maintains the solids balance. During peak flow
conditions, the refurn activated sludge is maintained
in a highly aerated condition ready to return to
normal operation when the peak flow conditions
subside.
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Parallel Operation
BNR Total Nitrogen Removal
The CLR Process provides the proper environment for
both nitrifying and denitrifuing organisms. High MLSS
concentration, prolonged hydraulic detention time and
long sludge age (20 or more days) are all conducive to
nitrification. CLR plants consistently produce effluent
NHr-N levels of 1 mg/l or less and can provide total
nitrogen levels as low as 5 mg/l. The denitnfication
process recovers 50 percent of the total alkalinity lost
during the nitrification process and lowers overall
energy costs by reducing oxygen requirements.
The Closed Loop Reactor Process provides the
elements for Biological Nutrient Removal (BNR)
using nonproprietary designs.
Single-Stage Design
Although nitrification and denitrification are two
separate processes, both can occur simultaneously in a
single-channel CLR design. Denitrification develops
throughout the reactor in microzones within the sludge
floc parricles or through alternate cycles of aerobic and
anoxic zones within the reactor.
MLE Design
In addition to the standard CLR Process operated in
series, a corlmon design modification is known as the
modified Ludzack-Ettinger (MLE) Process. The MLE
Process variation is created by adding a first-stage,
mixed-only anoxic reactor prior to the second-stase
aerobic CLR Process.
Alternating Cycle Design
In the cyclic operational mode, raw wastewater and
return activated sludge are introduced into ReactorNo.
I which operates under anoxic conditions as shown in
Stage 1. Mixed liquor then flows into Reactor No. 2
where it is processed under aerobic conditions. After a
preset time period, the feed and flow are reversed to
feed Reactor No. 2, which is now operated under
anoxic conditions (shown in stage 2). Mixed liquorthen
flows into Reactor No.I which now operates under
aerobic conditions. This operational mode adds more
process flexibiliry when designing a new plant orwhen
upgrading an existing plant.
With single-stage process design, nitrification and
denitrification can occur concurrently.
Single-Stage Design
Alternating Cycle Design
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All aerobic biological processes remove some
phosphorus. Conventional secondary
biological treatment systems use soluble
phosphorus from the wastewater to synthesize
new bacteriai cells. The phosphorus is removed
from the system with the.waste sludge. Typical
phosphorus removal from cell synthesis ranges
from i0 to 30 percent.
Enhanced BNR Phosphorus Removal
Enhanced biological phosphorus removal
occurs in the CLR Process with the addition of
anaerobic and anoxic stages ahead of the
aeration basin. The anaerobic stage promotes
the growth of phosphorus removing bacteria.
By introducing raw influent and returned activated
sludge (RAS) into the anaerobic tank, phosphorus
removing bacteria release stored phosphorus for
energy production and use the energy to take up
easily degradable BOD,. When these bacteria pass
into the aeration tank, they oxidize the stored BOD,
for energy to take up excess phosphorus and
synthesize new cells. The stored excess phosphorus
in the bacterial cells is removed with the waste sludge
which results in a net phosphorus
removal from the wastewater.
High Removal Efficiency
A typical flow diagram for a
biological nutrient removal
modification of the CLR Process
includes an anaerobic stage, anoxic
stage and aerobic stage. The BNR
process provides biologicai nitrogen
as well as phosphorus removal. By
recycling mixed liquor from the aerobic to the
anoxic stage, biological nitrogen removai occurs and
reduces nitrate levels in both the returned activated
sludge and plant effluent. With typical average
influent phosphorus and BOD, levels of 6-7 mg/l and
200-240 mg/l respectively, the BNR modification can
produce an effluent phosphorus level of 1 mgil
without chemical addition.
Enhanced BNR phosphorus removal occurs in a Closed Loop
Reactor with the addition of anaerobic and anoxic stages ahead of
the aeration basin
BNR Modlfication of CLR Process
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Chemical Phosphorous Removal
Chemical Feed Backup
Chemical teatment for phosphorous removai
provides the flexibility for increased reliabiliry in
meeting effluent requirements. To account for
biological upsets that prevent continuous
phosphorous removal, backup chemical treafrnent
systems should be installed in each BNR plant.
Treatment plants faced with stringent effluent
phosphorous limitations of 0.5 mg/l or less aiso
use chemical treatment for po lishing.
Small Plant Process
With more complex processes like BNR systems,
smaller facilities may choose a simpler process.
Chemical treatment systems for primary removal
of phosphorous offer an easy-to-operate, reliabie
means to consistently meet effluent limitations.
Process Components
Magna Rotor and Mixer Combination
Additional process flexibility and enhanced
denitrification capabiiities can be provided through
the addition of slow speed propeller mixers in the
Closed Loop Reactor. Mixers compiement Lakeside
Magna Rotors by maintaining liquid velocity when
the rotors are not operating.
Mixers can also reduce power costs in unusuaily
low flow start-up conditions where oxygen
requirements are weil below mixing needs. In
denitrification applications, mixer and rotor
operation can be cycled to provide improved
conditions for denitrification.
CLR
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Process Components
Magna Rotor
A vital component of the CLR Process is the
horizontal, bladed rotor aerator. The Lakeside
Rotor provides oxygen to the biological mass,
mixes microorganisms uniformly and adds
mixing veiocity to the channel to prevent solids
from senling.
Constnrcted of rugged materials, the rotor offers
reliable operation and high efficiency.
Mixing Requirements
The Magna Rotor with 3-inch wide blades is the
most efficient mixer for Closed Loop Reactor
processes. Veiociry control baffles are mounted
downstream of each rotor to prevent excess liquid
velocity generated by the rotating blades. The
baffles direct the flow downward into the basin to
create a rolling motion. This turbulent mixing
ensures the uniform distribution of oxygen
throughout the entire tank contents at all depths.
Structural lntegrity
The Magna Rotor's design allows
a single rotor to span openings up
to 31 feet in width. This design
can save significant costs by
eiiminating additional equipment
required to join multiple rotor
assembiies.
The Lakeside blades are die formed
to produce greater stiftress and
rigidity. They are avaiiable in rype
304 stainless steel, galvanized steei
or painted carbon steel offering
a range of corrosion resistance
and cost options.
Velocity control baffler
direct the flow
downward creating a
rolling motion to enst
uniiorm distribution o
oxygen throughout
the tank.
The honzontal tr/agna Rotor is the most efficient mixer for
Closed Loop Reactor processes
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Oxygen Transfer Ability
The Magna Rotorprovides an oxygen transfer range
greater than any other mechanical surface aerator.
The Rotor's wide range of oxygen transfer allows
the plant operator maximum flexibility to provide
oxygen input (horsepower) to match the demand of
the system without the need to reverse direction of
rotation.
Oxygen Transfer Efficiency
As with all aeration devices, transfer efficiency
varies with transfer rate. With the proper
combination of speed and immersion, optimum
performance can be maintained to match virtually any
set of loading conditions. Optimum performance
assures the lowest operating power cost throufhout
the life of the equipment.
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'Fqiu minq atedd ot dle Ettdo
The chart above illustrates the oxygen delivery range
available with the Lakeside Magna Rotor as
compared to its competitors when operating at a
single speed. The rotor can offer an oxygen
delivery range in excess of 61o-1 when both speed
and immersion are changed.
The charts below and at left provide values for oxygen
transfer, horsepower and efficiency using the entire
operating range of speeds and immersions. At normal
operating ranges the Lakeside bladed rotor provides
efficiencies of 3.0 to 3.5 lb O2/bhp per hour.
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Oxygen Transfer Efficiency
42 ft. Magna Rotoi
Power Requirements
42 ft. Magna Rotor
Oxidation Capacity
42 ft. Magna Rotor
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Process Components
Magna Rotor
Type D Mounting
The mounting arrangement of Lakeside aeration
equipment provides a clean work area free from spiash
and offers operating personnel easy access to all
moving components. Splash walls and effective
sealing around the rotating shafts iimit intrusion or
leakage of mixed liquor into the work area. A
removable stub shaft design allows replacement in
the field while permitting the rotor assembiy to
remain in position.
Shaft MountedNariable Speed Drive
Each Lakeside rotor is independently supported on
both ends by base mounted, pillow block bearings.
This allows the use of rugged, compact,The drive mounting design provides a'clean" work area free from
splash.
shaft-mounted speed reducers. The
use of a V-beit drive coupled with
shaft-mounted reducers provides
maximum flexibiiity for speed
changes. For projects requiring
frequent and wide variations in
oxygen input. variabie speed drives
or two-speed motors can be
provided.
Rotor Covers
Lakeside Rotor Covers provide an attractive
addition to many CLR plants. Rotor Covers are
especiaily usefui for plants with special needs such
as: location in an extremeiy cold area where
containing rotor spray will reduce icing problems and
heat loss, problems with windbiown spray caused by
frequent high winds or a piant close to a residential
atea.
Lakeside rotor covers are constructed of lightweight
but sturdy fibergiass paneis. Each panel is hinged for
eesy access.
The Type E Rotor Cover is significantly larger than
other types of covers. Because this larger cover
extends beyond the baffle, it provides increased
effectiveness in trapping spray and mist.
Flotor covers provide a useful and attractive addition to any plant.
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Adjustable Weirs
The easy-to-adjust weirs control liquid depth within
the CLR channel. By adjusting the weir levei and
therefore the rotor blade immersion, the operator
can contol the oxygen input into the channel to
match actual oxygen demands. Excess oxygen
wastes power. Lakeside's weir, properly designed
with suffrcient iength, minimizes fluctuations in
head over the weir.
Controls for the motorized weir can be linked to
the total plant control system for continuous
positive control of dissolved oxygen.Through adjustment of the weir the operator can control oxygen input
to match actualoxygen demand.
Spiraflo Clarifiers
Key to successful operation of the CLR
Process is the performance of the
secondary clarifier tirat foilows the CLR
basin. The Lakeside Spiraflo Clarifier
incorporates proven concepts in circulation,
sedimentation and separation technoiogy
necessary to maintain high quaiiqv effluent
standards.
The Spiraflo Clarifier empioys a peipherai-
feed tlow pattern to make use of the total
tank volume for more etTective soiids
senling. Waster,vater enters the Spiraflo at
the outer diameter of the tank. The flow
distributes evenly into the center section
near the floor level and then rises towards
centraily located effluent weirs.
This spiraiing flow pattern around and
underthe skirt eiiminates shon circuiting and
ensures maximum use of the entire tank
volume.
The Soiraflo Clarifier
uses proven concepts
and technology to
maintain high quality
effluent standards.
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Complete Plant Control
Lakeside offers full-service system integration for
complete plant control in addition to offering D.O.
and process conffol systems for the CLR plants. The
Lakeside project system manager wiil work with a
group of specialists using the latest technology to
provide a reliable, cost-effective control solution to
meet your project's specific needs. For the complete
plant design we can assist the design consuitant with
system process and instrumentation diagrams, and
SCADA and PLC specifications and block diagrams-
lAe PI-C control system for the CLR process is
readily adapted to any project. It can be expanded to
include chart recorders, alarm annunciators, control
switches and graphic displays for any level of
sophistication. Each control system soiution
combines current technology with Lakeside's
thirty-tive years of CLR process experience. It
continuously monitors and adjusts the operation of
the biological reactors to enhance process
performance and reduce power costs and equipment
operating hours. CLR control panels are SCADA
ready for simple connection to existing or future
systems.
#*,#ESIDE
A plant SCADA system monitors and controls the
various plant processes while storing relevant data.
This real-time data along with manually-entered
Iaboratory data is used to generate state-required
reports on plant performance in water quaiity and
accountabiiiry. Trending of all process variabies is
also available. The SCADA system tracks run times
and starts and stops of all connected equipment tbr
use with preventive maintenance and trouble
shooting programs. This system can also provide
complete alarm monitoring tor local viewins and/or
aiarm notification to remote location. Customized
graphic dispiay screens provide a user triendly en-
vironment for the operator. Also, with modem cxpa-
biiities. Lakeside's technology and process expens
are available to help plant personnei with process
optimization.
The monitorinq, controi and additionai intbrmation
avaiiable with the SCADA system enable the
operator to reduce time and paper work whiie
maintaining peak plant perfbrrnance.
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Typical Screen.
Overall Plant Screen.
Lakeside uipment Co ration
lO2ZE. Devon. p.O. Box 8448 . Banleu,IL 60103 .6301837-5640. F,{X: 6301837-5647 . E-mail: sales@lakestde-equipmenr.com
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LAKESIDE
ll'atcr Pu'iJication ,\irtce 1923
Lakeside Equipment Corporation
November 27,2002
Zanc anella & Asso ci ates
1005 Cooper Avenue
Glenwood Springs, Colorado 81602
ATTENTION:
SIIBJECT:
Thomas Zancanella, P.E.
Rock Gardens Project, Colorado
Closed Loop Reactor (CLR) Process - E.A. Aerotor
Dear Mr. Zancanella:
I would like to thank you for your request for a preliminary design for a treatment s.vstem for the HLazy F Project in
Colorado. For this application Lakeside is recommending one (1) E.A. Aerotor Plant Model l2l35l\/frv1. The E.A. Aerotor
Model 12135 ts designed to accornmodate an average daily flow of 0.025 mgd.
E.A. AEROTOR
Our E.A. Aerotor (EAA) plant incorporates a circular reactor equipped with our 42-rnch diameter honzontal brush Magrra
Rotors. The reactor is wrapped around a Spiraflo penpheral feed final clarifier. The reactor liquid level is controlled by an
effluent weir, which permits control of the rotor blade immersion and subsequent oxygen delivery.
The E.A. Aerotor can provrde effective secondary biologicai fteatment with BODs and TSS reductions of 92 to 98o/o.
Effluent BOD' and TSS concentrations of less than 10 mg/l are the norm for CLR systems. The hydrauiic detention time
provrded in the reactor, along with the excellent mrxing capabilities of the Magna Rotors makes it possible to carry MLSS
concentrations from 1,500 to 5,000 mg/I. Food to mrcroorganism ratio is low, ranglng from 0.03 to 0. 1 lbs. BODs/dayllb
VSS. This provides a large microbiai mass in the reactor so that vanations in loading and shock loads are readily absorbed
by the system. Nitnfication of ammonia and organic nitrogen is virfually complete with normal operation. Effluent
ammonia levels of 1 mg/l or less are corlmon. With high solids concentrations in the reactor, the process provrdes a sludge
age of more than 30 days. Such a iong sludge retention time allows for complete nitnfication of ammonia.
When operated properiy, virnraily compiete nitrification of ammonia and organic nirrogen can be accomplished throughout
the year regardless of the air and wastewater temperature. The E.A. Aerotor can also be configured to allow for
denitnfication when total nitrogen or nitrate removai is required. Denitnfication can also be used to recover alkaliniry iost
dunng nitnfication and for energy conservation, which resuits in cost savings for the Eeatment faciiiry.
OXYGEN REQUIREMENTS
To supply the oxygen requirements for the E.A. Aerotor piant we have selected one (1) S-ft long Magna Rotor per unit,
with 4-ft of 304 stainiess steel biades and7.5 hp drive.
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Rock Gardens Colorado December 20 2002
Loadings were determined using 250 mgll BOD, 250 mgll TSS, and 29 mgll TKN at the average day flow of 0.025 mgd.
The design Actual Oxygen Transfer Requirement (AOTR) for the average day is 106 lb of oxygen per day. AOTR is then
converted to Standard Oxygen Transfer Requirement (SOTR) of 229 lb of oxygen per day using an alpha value of 0.90,
beta value of 0.95, a theta value of 1.024, operating dissolved oxygen concentrationof 2mgll, and an altitude of 7,000 ft
above sea level. At the average day 0.025 mgd design conditions, the Magna Rotors would operate at approximateiy 8.4
inches immersion at 55 rpm.
VELOCITY GONTROL BAFFLES
The Lakeside Magna Rotor is the most efficient mixer there is for a closed loop reactor. Therefore, bulk liquid velocities
can reach over 3 fl/sec in some cases. Velocity control baffles are used to convert excess bulk liquid velocity to more
turbulent mixing by increasing the vorticity component of the Reynolds Number (Re). The velocity control baffles are
adjustable from l5 to 60 degrees from horizontal.
ROTOR COVERS
To elimrnate spmy in the rotor area, we include for each rotor our Type "8" fiberglass rotor cover described in Bulletin
1411. In addition to minimizing mrsting and spray from the rotor, this insures a clean working environment for the
operator, which increases the likelihood that proper servicing of the rotor wiil take place, even on a windy day. The cover
also reduces heat loss during winter operation. Our rotor covers are built in hinged sections that can be lifted as shown for
ease of inspection. ln addition, the rotor covers extend downstream of the flow control baffle.
EFFLUENT WEIR ASSEMBLY
Each Rotor is designed to operate with an approximate 1.5-inch allowance for diumal aeration basin vanations wrthout
overloading the motor. The suggested Magna Rotor dnves are sized to handle this situation. To provide adjustment of
Magna Rotor immersion we are recommending the use of a 2-ft weir gate assembiy.
FINAL CL.ARIFICATION
We have sized the final clanfier to have a hydraulic loading rate of 221gailons per square foot per day at the daily average
flow of 0.025 mgd wrth a hydraulic detention time of 9.8 hours at the flow of 0.025 mgd. The Spiraflo Clarifierwiil have a
12-ft diameter with a l?-ft. side water depth.
The Lakeside Spiraflo Clanfier has a hydraulic efficiency of 2 to 4 times that of a center feed cianfier. This hydrauiic
supenoriry has been the key to the operating success of the over 1,500 Lakeside CLR plants worldwide.
When compared to conventional center feed clanfiers, the Lakeside Spiraflo Clanfier rnstailation costs are rypicaily lower.
This is primariiy due to the fact that the Lakeside Spiratlo C1anfier, although siightlymore costlybased on equipment only,
can be easily installed in a circuiar tank and does not require cantilevered concrete or steei weir troughs as typrcally uuiized
with a center feed design. Our pncing for the Lakeside Spiraflo Clarifier also includes the weir troughs, weirs, and baffles,
which rypicaily must be added to the pnce of a center, feed clanfier.
SLUDGE HOLDING TANK
Based on the 0.025 mgd average flow design critena for this appiication, the required sludge storage capaciry of 20 days is
approximately 18,500 gailons. The siudge holding tank can be constructed as part of the common wall structure of the E.A.
Aerotor Plant. The hoiding tank would have an approximate dimension of 15-ft width x 15-ft length x 11.O-ft sidervater
depth. Lakeside can provide pricing for the holding tank aerafion if desired.
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Rock Gardens iect, Colorado December 20
BUDGET PRICING
Model 12l35 E.A. Aerotor Plant for concrete tankase (bv others) - Items, which are included in the E.A. Aerotor packase.
are as follows:
l. One (1) 12-ft Spiraflo Clarifier with bridge, effluent weirs and weir troughs
2. One (1) 8-ft Magna Rotor with 4-ft of 304 stainless steel blades and 7.5 hp drive assembly
3. One (1) velocity control baffle
4. One (1) hinged fiberglass rotor cover
5. One (1) rotor access bridge wrth ladder
6. One (i) 2-ft Weir Gate
7. Two (2) airiift assemblies (one 3-in RAS and one 3-in scum)
8. One (1) blower package
9. One (1) manual bar screen
10. One (1) NEMA 4X Electncal Control Panel
11. Shop Painting of all ferrous parts
12. Start-up service and training
13. FOB our factory with full freight allowed to the project site
Total Budget Price For E.A Aerotor Package:
Approximate Shipping Weight:
SUMMARY
$95,000
10,000 lb
In summary, the Lakeside E.A. Aerotor can offer your client a complete package of enhanced treatment perfornance with a
compact energy efficient design wrth easy operation and low O&M cost.
DRAWINGS AN D SPECIFICATIONS
As this project moves forward, Lakeside can provide additional information concernrng the design of the E.A Aerotor. We
can fumish drawings on floppy disk or via e-mail in a DXF format which is suitable for translation into CAD systems.
Specifications can also be furnished on floppy disk or via e-mail translated to any standard word processing software.
I hope this information fills your needs and if further information or assistance is needed, do not hesitate to contact this
office.
Sincereiy,
Lakeside Equipment Corporation
a--f- -z-t,/<-
a--r'
Jim McKee
cc: Steve Hansen-Goble Sampson Associates
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