HomeMy WebLinkAbout3.0 ISDS Correspondence{} nc
LOS AMIGOS RANCH
DESIGN "'O
a
A. Purqoses
The purpose of the Design standards is to establish advanced design practices which shall apply to
the installation of onsite waste water treatment systems ("systems")'
The purpose of the Management plan is to provide effective management and operation of the
systems. The Management iri". pr*io"s'.a.t,rnolng mechanism for inspections and routine
maintenance of the Systemr.
'it ,r!o provided mectrinisms to insure that necessary repair or
repracement of the systems i. p"rrorm"d in a timety'manner. The Management pran is not intended
to provide roi "orrirn ownership of the systems, nor to provide common funding for construction'
repair or replacement of the Systems'
B. Responsibitity For Desian Staodards And Manaoe'ment Plan
TheDesignStandardsandu,ffi[Gn"responsibilityoftheLosAmigosRanch
Homeowners Association, lnc. (the "Association"f. The Architectural Review committee of the
Association will be responsible for insuring that systerii "onit*.tion
conforms to the Design Standards'
The Association shall retain . qr"titi"a ;peratoi to perform inspections and routine maintenance and
to advise the Association wnen pu*ping, repair or replacement of a System is necessary'
c' ffiro"iation sha[ adjust it's Architectural Review fees3li:T::^1y]:.flilii:.Tplementation of
the Design standards in tre initial construaion or svsiemi. rn" Association will collect, as a yearly fee'
sufficient funds to pay for the firr;;;ld rouiin; ;;intenance of systems and administration of
the Management plan. The necessary pumping, *pri, or replacement oi the systems' as determined
by the nssoclation in its sore air"rution in"it o" inl-ourii"tion and financiai responsibility of each
individual homeowner'
D. Desion Standards
systems ,n"-n *ntorm to the following specifications wherever practically feasible'
1. Tanks - All septic tanks shall be sized for a minimum of four bedrooms' All tanks shall have
effiuent filters at the ouflet and provide for dosing oi In"
"urorption
field. The top of tanks or risers
shall be within 4 inches of-G-surface to allow pumping of all chambers'
2. Treatment - All systems shall utilize Trickling Filters to lower BOD, suspended solids and nitrate
levels.
3. Fields - All absorption fields shall be sized for a minimum of three bedrooms' Trench segments with
at least 6 feet of separation in"il be used *h;il;, practically feasible' A minimum of three
similarty sized trencfr ,.grlnG should ue instattea witr aitemating values or a distribution box that
allons isolation of each segment. Monitoring_;G;-.4* te insta'itea at the far end of each trench
segment to allow inrp""fion of field conoltionl
-
ir " u"o must be used a single dosed zone is
acceptable. lf mounding ir-[qri*o to estaurisn'i t*t "t 3yit u9 soil, a single Press!]P dosed zone
is acceptable. lf a bed or mound is used, a minimum of two monitoring p-ipes shall be installed at
the far end of the bed or mound'
E..ffipectionsshallbeperformedb-i-annuallyfor-two.y9?rfoltowinginstallation.ofaSystem.
Thereafter, routine inspections';;[b; p"rrormeo ainually. Additionaiinip6aiont shall be performed
as deemed appropriate by the qualified operator'
G.
H.
't '.
F.t ndividual Homeowners Responsibilities
1. Remit to the Association in a timely manner the yearly fee for inspection and routine maintenance'
the pumping fee as required,
"nO "ny'"nrtj"t
iot enforcement actions taken by the Association'
2. provide access to the system for purposes of inspection, routine maintenance, pumping and any
enforcement action by the Association'
3. Provide 11x17 as-built drawing of the system showing lot number, street address northerly
direction, scale and the location of tne resiience, drivewiy' sewer pipe from the residence' tank'
absorption fields and monitoring pipes'
4. lnitiatty install and subsequently Epair or replace defective Systems, as required by the Association'
in accordance with the Design Standards and applicable Garfield County Health Codes'
5. Complete necessary repairs or replacement of defective sysGms, as determined by the Association
in it,s sole discretion, within 30 days of written notice of'a defective condition or such longer time
set forth in the notice.
Associafion ResPo nsiD/ifies
1. Administer the implementation of the Design standards and operation of the Management Plan'
2.SetyearlyfeesanddeterminepumpingchargesinamannerthatadequatelyfundstheManagement
Plan.
3. Retain the services of qualified personnel to perform inspections, routine maintenance' and advise
the Association regarding necess"w prmpil',g and repairs or replacements of individual Systems'
4. Retain the services of a tank pumping comPany to perform necessary pumping'
5. Billindividualhomeoarners as needed and issue notices of defective condition as determined to be
appropriate by the Association, in its sole discretion'
6. Retain records of all inspections, maintenance, pumping, repairs, replacement, and enforcement
actions.
Enforcement
1. The Association shall take the necessary aclion to .collect sums that are over due and unpaid' This
may include the imposition of r"i"-"n"rg"s and/or interest overdue sums as determined to be
apProPriate bY the Association'
z. ln the event a homeovrrner fails to repair or replace a defective condition in the time set forth in the
written notice, the Association srr;r have the authority to take any or all of the following actions
until the defective condition is repaired or replaced'
A. Fine the responsible homeowner a sum not to exceed $1000/day'
B.Curtailwaterservicetotheresponsiblehomeownersresidencc.
c. contract for the repair or replacement of the defective condition on behalf of the
responsible homeovrrner, advance sums on behalf of the responsible homeowner at the
rate of 14o/o, and impose an administration fee not to exceed $1000'
3. ln the event the Association fails to enforce these Design standa.rds and Management Plan'
Garfield coung shall have fire rignt to take such actioriagainst the Association as it deems
necessary.
.'-rl Greg Boecker
2929 CountY Road 114
Glenwood Springs, CO 81601
303-945-6399
n8
February 14, 1992
pursuant to your request, I am hereby documenting the retevant information I am
aware of regarding Lot 1, Resubdivision of Los Amigos Ranch (hereinafter 'the
property")
r,
1. Servicing the property with sewer service will require expansion of the
Spring Valley Sanitation District sewer facilities at a cost of approximately
$22O,OOo.The tapisy$em development fee to be charged the pads will be
approximately $SSOb + 1Oh per EQR or approximately $162,250 (29.5 EQR's x
$5500 = $162,250).
2. Supplying water to the property will require expansion of the Red Canyon_
Water Compihi taiitities and insialtation of a 300,000 gallon water tank to meet ISO
fire ftow requirehents of 2OOO to 2500 gpm tor apartments. This will cost the developer
of the property between $163,000 ana $S+0,000 depending on Los Amigos Ranch's
willingness to participate in up front costs.
g. Down zoning the property could be opposed by Los Amigos Ranch and
Auburn Ridge Apartments. Los Amigos Ranch definitely would oppose it, particularly if
the previouily Oesignated building locations were to be changed.
4. lf the property is down zoned prior to October 31, 1998, Los Amigos Ranch
will accelerate the outstancjing $1,000,000 Note to the Dowdys and their assignees,
and demand full payment of the outstanding balance pursuant t! the terms of the note
and the Dowdy/Los Amigos Ranch Contract to Exchange Real Estate dated October
18, 1988. (see Exhibit 'c" to said contract attached hereto).
S. lf the property is down zoned prior to sewer expansion, there will be no EQRs
available to service the property. Any attempt to put septic tanks on the property, which
lies over the Spring Valley neservoii would be opposed by both Los Amigos Ranch
and Colorado Mountain College.
ln summary it appears the property cannot be down zoned until the outstanding
$1,OOO,OO0 note ii paid in fuil, and even then there are attendant problems with sewer
servics and Los Amigos Ranch PUD land usage, Construclion of multi-family housing
on the property will require expansion of the existing water and sewer facilities.
If you have.any further questions, please feel free to contact me at (303-945-
63es).
Sincerely,
,':Jt-ti
c,.f,i.
AB.,A.,-\
Boecker
ENGINEERS
SURVEYORS
(970) 945-1004
FAX (970) 945-5948
SCHITUESER
GOBDON MEYER
118 West 6th, Suite 200
Glenwood Springs, CO 81601
CENTRAL SEWER SYSTEM
LARP FILINGS 6.10
oPtNroN oF cosr
. CAPITAL COSTS
A. LOT COSTS
1.
2.
3.
4.
STEP Units
STEG Units
Tap Fees
Service Lines (1 6O'ilot)
1 08 each @
60 each @
1 68 each @
1 68 each @
Subtotal
$6,000
$5,000
s7,000
$4,OOO
168 @ $6,500
168 @ $4,500
B. INFRASTRUCTURE COSTS
1. Mobilization
2, Service Taps
3. Service Lines (30'/lot)
4. Pressure Collection Lines
5. Gravity Collection Lines
6. Gravity Manholes/Cleanouts
7. Pressure Cleanouts
8. Air Release Vault
9. Connection to Existing System
1O. Odor Control
ISDS - CAPITAL COSTS
A. ISDS Systems
1. Standard systems
2. Nitrate reduction
CENTRAL SEWER SYSTEM - MONTHLY COSTS
$ 649,000
$ 300,000
$ 1 ,176,000$ 672,000
s2,796,000
$ 16,642llot
$200,000200.oo $ 33,60025.00 $ 126,00030.00 $750,00035.00 s420,0002,500.oo $125,OOO
3,500.00 $ 1 75,000
4,OOO.OO S 36,000
5,000.00 $ 5,000
$ 20,000
Lump Sum
168 ea @ $
5040 ea @ $
25,000 LF @ S
12,OOO LF @ $
SOEa@$
50Ea@$
9Ea@$
1Ea@$
Lump Sum
Subtotal $ 1 ,890,600
2Oolo construction contingency, design, legal & const. services $378.O0O
Subtotal $2,268,600
TOTAL $ 5,064,600
$30,146/lot
TOTAL
1 . Central Treatment Plant
2. STEP/STEG Systems Operation and Maintenance
3. Mil Levy (taxesi
ISDS . MONTHLY COSTS
1 . ISDS Operation and Maintenance
Prepared by Dean W. Gordon, P.E.
May 18, '1998
$ 1 ,092,000$ 756.000
$ 1,848,000
$ 1 1 ,OOo/lot
$ 40.oos 13.OOs 15.OO
$68.0O/month
$ 18.OO/month
1502C19.OOC
ilIIET.aEEil$TII:IIII.t!IIIrIE
FIESc]UFICE
ENGINEEFIING
Los Amigos Ranch Partnership
c/o Greg Boecker, Ranch Manager
2929 County Road 1 14
Glenwood Springs, CO 81601
RE: Los Amigos Ranch ISDS lmpacts
tNC
February 28, 1998
Dear Greg:
This letter summarizes an opinion of the potential impacts to the regional groundwater
regime by ISDS systems proposed for Los Amigos Ranch Filings 6 - 1O.
SUMMARY OF OPINTON
It is the opinion of Resource Engineering, lnc. that the risk of groundwater
contaminationl as a result of the proposed ISDS systems is remote. There is a
probability that the nitrate level in the groundwater under and adjacent to Los Amigos
Ranch will slightly increase as a result of the ISDS systems. However, unless existing
nitrate levels are already approaching drinking water limits the probability of the
incremental flow from Los Amigos Ranch increasing nitrate to a level of concern is
slight.
This opinion is been based on; 1) review of the proposed development including
location and density of the development, 2l review of a Preliminarv Geotechnical Studv.
Prooosed Residential Development. Los Amioos Ranch P.U.D.. Countv Road ll4.
Garfield Countv. Cotorado, prepared by Hepworth-Pawlak Geotechnical, lnc. and dated
February 14, 1997, 3) review of Sorino Vallev Water Resources and Water Riahts,
prepared by Wright Water Engineers, May 1 977 , 4l review of the Colorado Division of
Water Resources water well data base, 5) verbal communication with Mr. Wayne
Shelton and Mr. Bodie Collins, water well drillers both familiar with the area, 6) verbal
consultation with Mr. Edward O. Church, PE of E.O. Church, lnc., Engineers and
Geologists and 7) professional knowledge of the area.
The opinion presented here is based on a limited amount of hydrogeologic information.
Actual conditions may vary from conditions concluded herein. Specific determination
of the hydrogeologic conditions is beyond the scope of this document and would
require extensive and costly field investigations.
lGroundwater contamination for purposes of this opinion is defined as an increase in the
nitrate levelof the groundwater underlying Los Amigos Ranch and surrounding properties to a level
above the drinking water standard of 10 mg/liter as established by the Colorado Department of
Health and Environment and the U.S. Environmental Protection Agency.
Consulting Engineens and Hydnologtsts
9OS Cotonacc Ave-'-.:e E Glenrarood Spnings, Co B160l I t37o)945-6777 | Fax [S7ol 94=-1137
Los Amigos Ranch Partnership
c/o Greg Boecker, Ranch Manager
Page 2
SITE DESCRIPTION
February 28, 1998
Los Amigos Ranch is located approximately 5 miles south of Glenwood Springs as
shown on Figure 1, Filings 6 -10 will consist of 164 single family lots on 503.575
acres (3.07 acres i lot) and 4 rural residential lots of 223.556 acres. lncluding open
space and roads there is a total of 1,703.058 acres in the development. The density
of the development is 1 unit per 10.1 acres.
The proposed development is located on a rolling upland approximately 800 to 1,000
feet above the Roaring Fork River to the west. Spring Valley is located to the east of
the development. Vegetation on the site is predominantly sage and pinyon-juniper with
grass understory.
GEOLOGIC SETTING
The near surface formation at Los Amigos Ranch P.U.D. is geologically recent basalt
flows. Beneath the basalt lies the Maroon Sandstone formation or, near the south edge
of the property the Eagle Valley Evaporite formation. A general geologic cross section
shown in Figure 2. The Maroon Formation dips steeply away from the Roaring Fork
River valley. To tlre east of the site lies Spring Valley formed of alluvial / lacustrine
(lake) deposits overlying the Maroon Formation. The formations underlying the property
are described in detail in the February 14, 1997 Hepworth-Pawlak Geotechnical, lnc.
report.
GROUNDWATER OCCURRENCE
Groundwater occurrence in the vicinity of Los Amigos Ranch is quite complex. The
depth to groundwa'ter and the ability to develop groundwater varies dramatically over
a short distance. Three distinct areas, each with differing groundwater conditions
exist. These are 1)the upland area where the majority of the Los Amigos P.U.D. will
be located, 2) Spring Valley and 3) the Roaring Fork Valley. Each of these areas is
discussed below.
Los Amigos Ranch Area
The geologic settinE of Los Amigos Ranch and the area to the north is basalt flows over
the easterly dipping Maroon formation. Numerous dry wells have been attempted to
the north of Los Amigos Ranch ranging from 3OO to 800 feet deep. That is, no water
table was encountered. These wells generally penetrate through the Basalt and into
the Maroon Formation. Depth to groundwater in the Los Amigos Ranch development
area may generalty range from 3OO feet to 600 feet or more as shown on Figure 2.
These dry wells inclicate that the basalt and Maroon formations are fractured, allowing
them to drain readilY.
i:i:iFESOUFC=
lal!l
llrrt l. \l : .t E ! r rt I l
'?
Los Amigos Ranch Partnership
c/o Greg Boecker, Ranch Manager
Page 3
February 28, 1998
There is one reported well in the Los Amigos Ranch development area that encountered
water. This well is reportedty 1OO feet deep, with a static water level of 60 feet and
produced 4 gallons per minute. lt is our opinion that this well encountered a localized
perched aquifer condition that exists because of relatively permeable basalt overlying
a locatized area of less permeable Maroon Formation. Based on our knowtedge of the
area we believe it unlikely that this well could sustain 4 gpm indefinitely. The present
management of Los Amigos Ranch has no knowledge of this wells existence and it is
not in use.
Spring Valley Area
Spring Valtey to the east of Los Amigos is relatively flat valley characterized by
alluvial/lake deposits as much as 3OO feet thick or more. Presumably the valley is
underlain by Maroon Formation dipping easterly. The Spring Valley area is recharged
by runoff from the east. Several springs and Landis Creek on the east side of the valley
feed the aquifer. There are no known sources feeding Spring Valley from the west.
The static water level in Spring Valley ranges from 100 t feet in the south end of the
valley to the ground surface in the north end of the valley. lnvestigators in the past
(Wright Water Engineers) have opined that Spring Valley effectively fills and spills down
Red Canyon Creek at the nofth end of the valley during runoff. Once runoff is over,
and the level drains below the natural outlet into Red Canyon Creek, the valley is
effectively kept ful! by the major recharge area to the east - northeast.
High capacity welts have been constructed in the alluvium in the south end of Spring
Valley. These include welts for Colorado Mountain College and Los Amigos Ranclr.
These wells are generally between 200 and 3OO feet deep with static water level
depths ranging from 76 feet to 200 feet. Further north in Spring Valley low capacity
shallow wells have been constructed.
Shallow wells in Spring Valley contrast with deep dry holes just west of Spring Valley.
Figures 1 and 2 show the proximity of producing wells in Spring Valley and deep, drrT
holes immediately to the west. From this we have concluded that the groundwater
does not flow from the Los Amigos Ranch development area towards Spring Valley.
The hydraulic gradient suggests that groundwater moves to the west from Spring
Valley towards the Roaring Fork River. The gradient indicates that groundwater "leaks"
from the edges and bottom of Spring Valley and into the adjacent and underlying basalt
and Maroon formations.
Roaring Fork River Valley
Numerous wells have been constructed to support development in the vicinity of
County Road 114 and highway 82. To the south of County Road 114 these wells
ii!!!RESOUtrCErllaa
laala i \l -, \! : i. '= \r j
February 28, 1998
Los Amigos Ranch PartnershiP
c/o Greg Boecker, Ranch Manager
Page 4
generally penetrate alluvial / colluvial material and extend to the contact with the Eagle
Valley Evaporite. There is a very thin saturated zone on top to the evaporite from
which these wells produce. These *"rr" "pp"ar
to be recharged from limited runoff
from the Evaporite hillslopes to the ..J, C.iile Creek and irrigation return flows' lt is
our opinion that there is limited, if any, hydraulic connection between these wells and
the Los Amigos develoPment area'
To the north of county Road 1 14 in the vicinity of the Highway 82 intersection there
are three types of wells: 1) Roaring Fork River alluvial wells that are generally shallow
and immediately adjacent to the river and draw water directly from the river' 2) wells
in the Eagle Valley Evaporite r"ngiig-from to.o,.o.2O0 feet deep producing low
quantities of pooiqu.6tv water uno'!j *"rr" inthe Maroon Formation adiacentto the
Evaporite. Near the contact between the Evaporite and the Maroon it is possible to
have one well in the Evaporate and ;;il.; weti in the Maroon only a few hundred feet
apart. Generally the wells in the rrr"io"" yield slightly higher quantities of water
primarily due to fractures in the tor,,.'"iion. Wur"' quttity in the Maroon is poor due to
its proximitY to the EvaPorite'
The water level in these Maroon and Evaporite wells is generally slightly above the river
level (Figure 2) indicating there is some iecharge from ihe sources other than the river'
It is likely that a significant amount of recharge can be attributed to the nearby
Gtenwood Ditch anA irrigation to the south although there may be a component from
Spring Valley and the Los Amigos Ranch development area'
BASELINE WATER OUALITY
A limited amount of water quality data from.wells was obtained to determine the
baseline groundwater nitrate "on""r,ar"tions
in the area' y"t:-t-lality data was
obtained from the colorado Department of Health and Environment' water ouality
Control Division (WOCD) tor tne wells serving the existing Los Amigos Ranch
development and Colorado Mountain College' These wells are fairly close to each other
near the south end of the spring vatrev. l-tiuta nitrate sample was obtained on March
3, lgg3 from the Collins Dri1ing -o. well (Permit #46017-F) located north of the
intersection of county Road r r + 1no Hignway az. The spring Valley wells are
indicative of the water quality above Uoi emigos Ranch and the Collins well is
indicativeofthewaterqualitybelowtheLosAmigosRanch.
The colorado Mountain college well reported nitrate concentrations ranging from o' 1 8
mg per liter to i.iZ ,g / litei. The nearby well serving Los Amigos Ranch reported
nitrate concentrations ranging from o.o0 mg /liter to o'77 mg / liter' These levels are
well below the drinking water standards of 1O mg / liter'
:;ii:FESOUFCEItaaartlll- 'l -
Los Amigos Ranch Partnership
c/o Greg Boecker, Ranch Manager
Page 5
February 28, 1998
The Collins Drilling Co. well was field tested using a Hach color disk nitrate test kit with
a zero to 5O mg / liter range. A sample was obtained from a hose bib afer allowing the
water to run for approximately 3O seconds. The test indicated that no nitrates were
present.
The Collins well is topographically the highest well in the vicinity of the intersection of
County Road 1 14 with Hwy 82. lt is possible that groundwater from wells nearer the
river would exhibit some nitrates as a result of local up gradient ISDS systems.
LOS AMIGOS RANCH ISDS IMPACT
It is the opinion of Resource Engineering, lnc. that ISDS systems in Los Amigos Ranch
are not likely to cause groundwater contamination as previously defined. This opinion
is based on the anticipated wastewater loading rates together with the geologic setting
and groundwater conditions described above.
ISDS Loading Rate
To estimate the potential impact of the ISDS systems a mass balance calculation was
conducted to determine the attenuation of nitrate in the groundwater. The analysis
was conservatively done, including only the recharge from within the 1,700 acre
footprint of the Los Amigos Ranch development area.
Based on an ISDS loading rate of 3OO gallons per day per ISDS the average annual
loading of 168 units in the 1700 acre development is 0.4 inches per year. This
compares to an average annual precipitation rate of 17.7 inches per year in the
Glenwood area.
lf is assumed that 1.85 inches of annual precipitation is deep percolated2, having a
nitrate level of 0.0 mg/liter and that is combined with 0.4 inches of ISDS effluent
having a nitrate concentration of 40 mg / liter3 the resulting nitrate concentration
entering the groundwater will be 7.1 mg / liter. This is less than the drinking water
standards.
This analysis does not include the additional attenuation that will occur as a result of
recharge that takes place from off the Los Amigos Ranch property. We believe that a
significant amount of recharge is occurring as groundwater leaks out of the Spring
2 17.7 inches annual precipitation less 14 inches assumed ET less 50% of the remaining
3.7 inches lost to surface runoff results in 1.85 inches of deep percolation.
3 From personal communication with Edward O. Church PE of E.O. Church, lnc., Consulting
Engineers and Geologists, Denver Colorado.
!::i:RESOUFCEtttlaItllta \:, N E: F r! : i.r l
Los Amigos Ranch Partnership
c/o Greg Boecker, Ranch Manager
Page 6
February 28, 1998
Valley aquifer. This component of groundwater flow under the Los Amigos Ranch
property is likely much greater than the precipitation recharge component. Assuming
that 3O0 acre feet of water, having a nitrate concentration of 1 mg / liter teaks from
the Spring Valley aquifer each year and flows under the Los Amigos Ranch property,
the nitrate concentration estimated above woutd be further reduced to 4.1 mg / liter.
Geologic Setting (Depth to Groundwaterl
Groundwater in the Los Amigos Ranch development area ranges from a minimum of
1OO feet to as much as 800 feet based on well data. Typically groundwater depth
appears to be more than 300 feet over most or all of the Los Amigos Ranch property.
Because of this depth the effluent plumes from ISDS systems are expected to disperse
and reach the groundwater in a fairly uniform pattern. lt is improbable that
concentrated effluent will reach the groundwater that could result in a localized area
of anomolously high nitrate levels.
CONCLUSIONS
The geology, layout of the proposed development and regional groundwater
characteristics indicate that it is highly unlikely that the Los Amigos Ranch ISDS
systems will contaminate the regional groundwater. The density of the development,
approximately 10.1 acres per !SDS system, ensures that the groundwater loading from
ISDS systems is low. The great depth to groundwater over the site ensures dispersion
of the effluent plumes prior to intercepting the groundwater. Finally, recharge from
Spring Valley aquifer to the east helps to reduce nitrate concentrations by adding
mixing flows to the ISDS effluent.
Sincerely:
RESOURCE ENGINEERING, INC.
/A n-
/ohn M. Currier, PE
Water Resources Engineer
JMC/jmc
File tit6tosamisos.wpd
Attachments
Mr. Dean Gordon, w/attachments
Mr. Ed Church, w/attachments
CC:
i::::R=SOURCE!atrt
Resource Engineerlng, lnc.
: 909 Colorado Avenue
GLEiIW9OD SPRINGSi COLORADo 816OOD SPRINGS; COLOMDO 8160I' (970) 945.6777
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ENGINEEFIING
Mr. Michssl Erion, PE
Wright Water Engineers
PO Box 21 9
Glanwood Springs CO 81602
rNC
March 11,1998
RE; Los Amigos RanCh PUD - countY staff Recommsndation #8 to Planning and
Zoning Commission.
Dear Michael:
ln Our meeting this afternoon, and with the Concurr€nce of Mark BeAn, we egreed that
it would be appropriate to modify the language in county staff racomm€ndation No' 8'
The modified ianguage woutd relnov€ the requiremont for a monitoring plan if e new
proposal (i.e. -enhanied' ISDS) is presented for implementation that is acceptable to
foright Watar Engineers. The following language is Proposod (new language bolded):
8. That prior to the approval of the Board of county cornmissioners of tfie
preliminary plan for- Los Amigos Filings 6-1O, the applicant shall develop a
groundwater quality monitorin! plan and mitigation plan, or ln thc altcmativo'
develop e tpur-pooposal trat elimlnataa the nced for a monitorlng and nrldgation
plan\to be raviewed and foconlmanded for approval by the County's consulting
:";i;L*-- cn7"€trl "r/ Coo/*t- ,/,t, y' /an^c ,; //Ou-
lf you havo any qugstions pleasa call me.
Sincerely,
RESOURCE ENGINEERING, INC.
I
.lJnn u. currier, PE
Water Resources Engineer
JMc4mc
Frla 707'1.0 otozoarrarns'nl
cc: Greg Boecker
Larry Green, Esq.
Consulsing Engineena and Hydnotogists
€OBColonadoAvenuc I Glenrarood Spninge, CO El16C]l I (97O)945.672? I trax(97Q
P.002
tlISIIIIEI II"l!l FIESc]UFICE WRIGHT WATER I
EwetnEERS lNc
4._,|fi,l 1ffi
. 04/A8/58 WED 14:40 FAX 1 970 945 5948 SCHMTTESER GORDON MEYER
(e7o) 945.1004
FAx (e70) e4s-s948
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118 West 6th, Suite 200
Glenwood Springs, CO 81601
MEMORANDUM
vlA MAIL AND FAX:945-921O
DATE:
TO:
April 8. 1998
Michael Erion
Peggy Bailey
Wdght Water Engineers
David M. Kotz, , , 0n /FROM:
RE:Los Amigoe Preliminary Plan, Filing 6 through 10, Dotention Analysis
Follow-up on Tooics From Our APdl 7. 1998. Mestlng
This memo responds to the partially unresolved items we discussed yesterdayl
1. SoUIce of Ralnfalt Data - The 1OO-year, 24-hour storm total was taken from
@s for Determining peak Ftows in colorado". A copy of
the cover sh€€t and Figure S-7 is attached. You can see that Figure S-7 is
identical to that found in NOAA Atlas 2, Volume lll for May through October
events, with the exception that the title of tho graph has been changed to
"lsoptuvials of 1OO-Yr,, 24-Hr. Precipitation in Tenths of an lnch". As I stated
yesterday, these charts are the only ones I have ever seen and utilized for
hydrologic oalculetions for this aree. My speculation that the annual isopluvials
includeJ the winter time snowfall events was further supponed by information
I received from PaulCurrier and John Currier of Resource Engineering. They ran
into this situation a few months ago and discussed the matter with Nolan
Doesken, an Assistant State Ctimatotogist for the Depanment of Atmospheric
Science at CSU. His phone number is 970-491-8545, The conclusions drawn
from Resource's discussion with Nolan were that the annual maps did include
snowfall events and that rhe May through October chans would be more
applicable for rainfall events. I tried reaching Nolan this morning, but was
unsuccessful, Nonetheless, I am confident that the rainfall charts used to
analyze Los Amigos arc applicable for the SCS TR'55 Methodology'
',pro'cedures for Ditermining Peak Flows in Cotorado" incorporated TR-s5 and
was intended as a supplement to the original TH-s5'
2. U3e of th€ CONIC Mcthod for Reservqlr Volumes - Yesterday I erred in stating
that a aescfition of ttte method was contained in HEC-2. The description I
was thinking of is contained in HEC-1. Pages 36 and 37 describe the procedure
and are atta-cned, As stated yesterday, this method is supposed to yield a more
accurate calculation of reservoir volumes than the average end area method'
I
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04^/08/gB WED 14:40 FAX 1 970 945 5948 SCHMTIESER GORDON MEYER
April 8, 1998
Memo to Erion and Bailey
Page 2
3, Conatrucjion of the Ponds - I agree that a detailed Grading Plan for each
specif'rc detention pond location will have to be prepared in order to ensure that
an adequate elevation versus storage relationship exists for the constructed
pond. Yest€rday, I just wanted to emphasize that the elevation/storage
relationship utilized in the calculations was practical for the sites being
considered.
I hope this memo adequately addreSses the items we discussed yesterday. Please do not
hesitate to contact me if you have any additional questions or require funher information.
DMK
1502C19/lec
Afiachments
cc: Greg Boecker, Los Amigos Ranch Pannership
@ oor
GORDON MEYEF.INC.
0_4/08/gg IYED 14:41 FAX 1 970 S45 5S48 SCH}TTIESER GORDON MEYER
PROCEDURES FOR DETERT'IINING
PEAI( FLOWS IN COLORADO
@ oon
5cn/t
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INCON.PORATES
TECI{NICAL
URIAN ITYDROLOGY
A}ID SUPPLEMEMS
BELEASE NO. 55
FOR SMALL T.IATER'SHEDS
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TtrishandbookisarevisionofahandbookbearingEhesame.cirledrEed
January Lg77 - Il is inEended for use in deEerlqi"ios peak flows for Ehe
design of conservaEion 'ueaEure6 and for eerimaEing effecEs of land uee
changes and strucEural fiEesure. ii-*it rages of -<liecharge' tlore detailed
procedures ere """ii.ir" in Soil coir.tu'rion Serviee Na;ionaI Engineering
Ilandbook, seccion 4 - "Bydrology"- NEH-4 is reconnended for investigaEion
of ltaEersheds greacer Utrao 25 equare oilee in size'
T
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Soit ConservaEion Service
S, GIade wilkes
Erke C. King
March 1980
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04108/98 IEL 14:42 FAX 1 970 945 5948
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SCHMTIESER GORDON MEYER
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3.6,5. Leve}-Pool Reeervolr RoutLng
Level-poo1 reServoLr rourlxrg assuBe8 a level YEEeE surface behlnd rhe
reservolr. Ir 1s used in conjuncrton wlth the puup optlon deacrlbad tn
Secrl0u 3.E and urlth the dan-break calculatlon descrlbed ln sectlon 6' UsLng
rhe prlnelple of conoervar,lon of Ea66' the change ln reeervolr atorSge, S'
for a grvea ttue perlod, At, l,s equal Eo average lnfIoe. I'qlnuS AveESEe
outflow, o'
An lteratlve procedute ts uaed to detetmlne end+f?erlod stofage, S2-, and-
oUtftow, 02. An tntsLel estiaate of the waEef Surface elevatlon at che ead
of the :toE perlod Ls uade. 52 and 02 ate coapuced for thts elevation
aad eubstLtuted Ln the followlng equatlon:
,-s-z-st-rrl11 *orlot. r... r... .. . (3.66)--At 2 2
where y te the contLaulty erEoE for rhe estloated qlevaclon. fhe eetlusted
elevetlon Ia adJueted untLl Y ls slthln t t cfo (u3/eec) '
(1) Reeervolr StoraL-e. Data. A rcaervolr atorage volume veEBua
eIevat1onreIatto@eve1-poo1reeervolrroutln8.Tte
relatloaetrlp uay be apeclfted tn trp usys; l) dlrect J'nput of precomputed
Storage verBus elevatlon data, ot 2) couputed froa eurfece aEeB verSua
elevailon daca. ftre conlc nethod le ueed to c@Puce re8eEvolr volune froq
surface ares verSue elevatlon data, tl8. 3,10. I1le volune 19 agguEed ro be
Zero aE the loreet elevaClon given, even lf the eurface alea ls greater than
zeto at that Polnt.
Reservoir outflou aay be compured froa a deecrlptlon of the ou?Iet uorke
(loy-level outlet and splllway). ftere aEe llro subroutlaes ln HEC-I uhtch
Copuie outflow rarlng cuEVEEr the flrst ueee staple orlflce and welr flov
equatlotrE wt1[le the second couputea outflos frou speclflc eaergy ot deel3n
grephe lnd correcEe for callwaEer suboergence'
(11) OrLflce and lfelr_Flel{. Tlrts optlon l,s often ueed ln
ep111uayadequacy@Eafecy,aeeExanpIeProb1ena,
Seecl.one 12.7 enl 12.t.
FIow through a lov-Ievel ouElet ls couputed fron
sz-st
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uhere Q le lhe cmputed outflou, COQL f s
croEo-Bectlonal area of condult, IISEL ls
le the elevatloa eE ceEleE of low-Ievel
Florr over th. .*!!!g2. ls couputed frou
Q-coQL*SAREA r, {T* (wsEt-ELEvL)EXPL. . r .. (3'57)
an orlflce coefflclenE, CAREA 1s the
rhe wacer surface elevatlon' ELEIL
ourlet, and EXPL 15 an exPouento
16
04/A8/Sg wED 14:42 FAX 1 970 945 5948 SCHMTIESER GORDON ilEYER
Q . COQIJ r SPWID r (WSEL - qnEllEXE{ . . . . . . . r . . . . (3.68)
wheEe Q Ie couputed outflow, C0QI| Le e ueLr coefflclenEr SPIIID ls the
effecttve vtdth of splllsay, I{SEL La the uater eurface elevatlon, CBEL is tbe
epillway cEe6E elevaEl.on, and EXPtf le an exponeEt.
If prruptng or dan breskg.re noE belrU slnuletedr 8lr ouEfloy ratlng
curee 1e couputed for 20 elevaclone shLch epaa thc rrote of elevatlone glven
for ecorage data. St,oragea ere coaputed for thoee alevaELoas. ftre routLug
ls theo aecoopllahed by the nodlfled PuIs Eethod ualag the dertved
etorete-outflov relatlou. For level-pool reserrrolr routinS slth puaplug or
dsn-break alaulatlon, outflous are conputed for the orlfLce and selr
equatl.onc for each ElLe Lntetv8l.
rvrr.t(rr+rror'itfr)
x, rrl(fff -r)
lrhra
JY|l r rL--l!.aa lIt -l-t.
ll . rtG.EalElr
3l r rfiiorflrlr
t r -tEtl alii!. lEt-?ll 11155Agd llrtl
i? . tltli at |rr..d Flat G'
Flgure 3.10 Conlc Method for Resenroir Volunes
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ttta,r"
EITEIrII I.IIIIIIIITIIIIII
FIESLf UFICE
ENGINEEFIING tNc
Mr. Michael Erion, PE
Wright Water Engineers
PO Box 219
Glenwood Springs CO 81602
RE: Los Amigos Ranch PUD lndividual Wastewater Treatment System lmpacts
Dear Michael:
Pursuant to our telephone conversation of April 7, 1 998 we have revised to nitrogen loading
mass balance for Los Amigos Ranch PUD to use hydraulic loading rates consistent with
87CW155. The nitrogen mass balance calculations were included as Attachment A to our
letter of April 6, 1998 addressed to you. The revised calculations are attached. Case No.
87CW155 is the Basalt Water Conservancy District sponsored plan for augmentation that
provides the legal water supply for the Los Amigos PUD. The water demands decreed in
ihat case are 8O gallons per capita per day with 3.5 persons per residence.
The change in the hydraulic loading does not change the conclusion presented in our April
6 letter. lt continues to be the opinion of Resource Engineering, lnc. that there is no risk
of groundwater contaminationl as a result of properly designed, installed and maintained
individual sewage treatment systems in Los Amigos Ranch. The revised calculations
indicate the groundwater nitrate level in the vicinity of County Road 1 14 and Hwy 82 may
increase by a factor ranging trom O.22 mg/liter to O.74 mgfliter. This compares to our April
6 letter that calculated the range to be O. 1 6 mg/liter to 0.60 mg/liter. Using the revised
numbers, the groundwater nitrate level in the County Road 114'Hwy 82 vicinity may
range trom O.22 mg/liter to 4.28 mg/liter. These nitrate levels are much, much lower than
federal and state drinking water standards.
lf you have any questions please give me a call.
Sincerely,
RESOURCE ENGINEERING, INC.
./ .t//- 4- /
==/
-
/ohn M. Currier, PE
Water Resources Engineer
JMC{mc
File 707 -1.0 tt. 7o7\rcvir&ttechA.wpd
attachment: revised Attachment A
cc: Larry Green, Esq.
Mr. Greg Boecker
Mr. Dean Gordon
April 8, 1998
rGroundwater contamination for purposes of this opinion is defined as an increase in the
nitrate level of the groundwater underlying Los Amigos Ranch and sunounding properties to a level
above the drinking water standard of 10 mg/liter as established by the Colorado Department of Public
Health and Environment and the U.S. Environmental Protection Agency.
Consulting Engrneens and HydnologlsEs
9OS Cotonado Avenue f Glenwood Spning=. CO A1 6C1 I e7A) 945-677; I Fax [37O] 9/15- 11=-:
ATTACHMENT A
DETERMINATION OF NITROGEN LOADING
FROM ,I68 INDIVIDUAL SEWAGE TREATMENT SYSTEMS
Determination of Nitrogen Loading
from 168 tndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
1. Total Nitrogen Loading to Drain Field
. Total Nitrogen into septic tanks: 36 - 94 mg/litt
. Total Nitrogen out of septic tanks: 26 - 76 mg/lit2
. Note: These concentrations are based on an hydraulic loading rate of
37.4 galtonldaylcapita and 2.5 persons per household3. Higher per
capita water usage would result in lower total nitrogen concentration
as the sources of nitrogen loading would remain fairly constant.
2. Nitrogen Reduction in Drain Fields
o The soils in the Los Amigos P.U.D. are generally fine grained ctays
and silts (CL and ML soils) overlying sandy silty gravels (GM-GP soils)a
. A drain field in fine grained soils should remove TOYo of the total
nitrogen load in the septic tank effluents.
. For this analysis it is conservatively assumed that 50% of the total
nitrogen load in the septic tank effluent will be removed in the drain
field.
lThomas Long, 1995, Methodoloov to Predict Nitrooen Loadinq from Conv. Graviw
On-Site M/W Treatment Svstems, Pg. 281.
2lbid, pg. 281
3tbid, pg. 28t
aHepworth-Pawlak Geotechnical, lnc., February 14, 1997, Preliminarv Geotechnical
Studv. Prooosed Residential Develooment. Los Amioos Ranch P.U.D.. Counw Road 114,
Garfield Counw. Colorado.
sThomas Long, 1995, Methodoloov to Predict Nitrooen Loadino from Conv. Graviw
On-Site \AAl/ Treatment Svstems, Pg. 283.
April 1,1998 -1- AttachmentA-Calculations
Determination of Nitrogen Loading
from 168 lndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
. Total Nitrogen Discharged beneath drain fields
1. Low
/ =r*j \z- - r /3r^3\ "; X {of" \ -- ---./r't /\ ./,'t
2. High
(. 2,'/ )t ') fr3. Mean
/1 r*"r = 3 ro3
t;fz
Note: Remember these are based on an hydraulic loading rate of
37.4 gpcd. At higher hydraulic loading rates the
concentrations would be lower.
3. Nitrate Loading to Groundwater by Mass Balance Approach
The calculations will be done two ways:
4.' i' ' ' ' 1. 37.4 gpcd x 2'.67 persons per residenceo
:, ^ - )' 2.'^-: IO0 gpcd X 2-67 persons per residence with a proportional
6The Thomas Long report used an EPA derived 2.5 persons per residence. The Eaole
Area Communiw Plan, November, 1995, RNL Design, Clarion and Associates and John
Humpheries Associates determined that there were 2.67 persons per residence in the Town of
Eagle and surrounding planning area. This higher number is used here.
April 1,1998 -2- AttachmentA-Calculations
Determination of Nitrogen Loading
from 168 lndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
o Precipitation lnfiltration Attenuation
1. Method 1.
.-,. Average leach field loading over 1 ,7OO acre P.U.D.
). ,j
=-"'.*ttf ro a /^;r )F3 rb)l F''t:
'vnif/.- "- )1t')(@2^'t)
2. Total nitrogen concentration after precipitation dilution
assuming precipitation infiltration as outlined in Feb. 28,
1998 letter from Resource Engineering, lnc. to Greg
Boecker.
1. Low end drain field effluent of 13 mg /lit.
O.9? rvu
-
,',,!Lt '
54r*yo
/.?f,. +o..t3!-7t;
April 1, 1998 Attachment A - Calculations
y','r
(
-1. q oor/
enf')*y
/3 r-*1
1
\
g"4 )
-:
2.
+ O, 1=2--l- ES /P
Determination of Nitrogen Loading
from 168 lndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
Method 2.
1. Average leach field loading over 1,70O acre P.U.D.
/k /=
32f a 29 1a-l
,/
@orcrcs)
2.Total nitrogen strength in drain field effluent.
1. Low end of range
(
3f- ? 1P.J
'o'o' JPcJ
=)- ? 10-)
/-).d
-1 f .)V=" ,*= \/.'-- ):- )
9, 11
-1- r't
2. High end of range
(/? ? ,\bT
3. Total nitrogen concentration after precipitation dilution
assuming precipitation infiltration as outlined in Feb. 28,
1998 letter from Resource Engineering, lnc. to Greg
Boecker.
t''
/.9ftP, oI>(12r^t
O.1b L tw
lt^4LLv/
:..' ,/ -/2) la-,/'( z4p- )-'/
April 1. 1998 -4-Attachment A - Calculations
1. Low end drain field efflu^ent of 4.86 Tg/lt .
(_, 8s, n Frlutf) I a!
=:= \ .1 0 . ?{?fr"Y fft:\ z;r ) \- - L--)
Determination of Nitrogen Loading
from 168 tndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
t:'3
High end drain field effluent of .14.2 mgflit
(,-eirnYry O.3'Jz i:.7
-(,3*L/e,"Y1-r;? )
2.
)
0 { rr* r O. }F?9 r*
- s-1/), : t -
Groundwater Mixing Attenuation
1. Assume Spring Valley leakage contribution as outlined in Feb.
28,1998 letter from Resource Engineering, lnc. to Greg
Boecker. LToo h.e /<<.R+j< e l*3 /gA\
?. /- /^)
/ /. git* r c.L'?z)17 Yo.b'zlr,L {T)
2. Method 1. '.. :-
1 . Low end groundwater loading of b.'Az mg/lit.
- ).)- 1- 9{rr.- + o. /j27 ,;
.. , : :,1.i
High end groundwater loading of 2.54 mgflit.
,C
2.
2:'?? /*?
/) -+
./t' '
..1 4L/ ar- a
=-J' t { d
/7
fz- /2 rL" /'9{ 'i "
April 1, 1998
,/ o-(
-5-Attachment A - Calculations
Determination of Nitrogen Loading
from 168 lndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
3. Method 2.l.cL
(:
1. Low end groundwater loading of U.782 mgilit.
/zt*\)/.r)r*.? t /.t o.( t'3ia l''a
,('# ) .- ( ?fin-' 2 +'fn 3 t Y.-.,,1' 2Z:3
;
2.tZ t7 - /- gf tL * o'?t'543, *
-4d'- ri-,
^aO. Z / r*+o
./ -t
2.
(2 tz r-t- )(, o !'d \ _\\17
a'i3
High end groundwater loading of ?.28 mg/lit
tr.i^,^' a.1^''
o {,,* + o. i4tltw Y 2'zryT
I\ .L;t )^(L*r
/)'
4.
2.tztL + /.?f t,- L o'?{LiZt''
-),''
Nitrogen loading to groundwater withotrt Los Amigos ISDS systems. This
includes only leakage from Spring Valley and precipitation infiltration from
lncrease in groundwater nitrogen loading as a result of Los Amigos ISDS.
/-
E
z.llt<rt 2rHctE;
April 1, 1998
b , S3i ry, , -./. 2t /^7i"
l--7 4 nVffi-6-Attachment A - Calculations .(.;+
?.1?tL L ./,
/ "-
/? r,.-\ t. r te? / /- 9d t2a,,fi.o\'--b\-rt_-
-L-+'T r',-K
= O-[,r
?--/3{t"-
6.
Determination of Nitrogen Loading
from 168 Individual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
Nitrate Concentrations in public water system drinking supplies located in
the vicinity of County Road 114 and Hwy 82.
o Mid Valley Mart, lnc.1. Low: 1.50 mgflit2. High: 3.56 mgilit
. Mountain Meadows1. Low: O.9O mg/tit2. High: 1.83 mg/tit
. HLazyFMHP
1. Low: Not Detected2. High: 1.29 mg/tit
o Sopris Restaurant
1. Low: 0.00 mg/lit
. well permit #046017-F (Collins Drilling, Co. Not a public water
system. Analysis with Hach color disk on March 3, 1998)1. Low: not detected
o Average of 8 samples listed above: 1 .14 mg/lit
lncreased nitrate concentrations in vicinity of County Road 114 and Hwy 82
as a result of Los Amigos ISDS assuming that presently 50% of the
groundwater flow comes from the direction of Los Amigos and 50% comes
from other sources.
Determination of nitrate concentration in "other sources"
(--
v
.)L
)\
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v-l
\
-\
\)
^3{.
t(
(n)
\
(.
q,
-J\-
:
\,t
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nx\
a\
bt i,\-
,l r\
t*
\n
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U)e {3157) r (t(x;
-rv J
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= l.14 r* 7 /,A.;, -rE.
f L_9-,/_u".. _ @Z
X-=
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-JL,,
lo.{1 ,*3
-'-/k
- Calculations-7-
->
Attachment A
/-"(, n*tr
April 1, 1998
I Determination or Nitrosen Loadins
I from 168 lndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
I
I . Determination of range of increased nitrate level resulting from Los
I ^misos
tsDS.
l. 0l
I 1. Low range (GW loading from Los Amigos = 9.89 mgflit)
&. Sl \
l.2.tZtu.-/.8fi,*<o|s,,,a,a)(ry).(=./7tu?L3{,,*\t.llt4:1l-n'-'-
I C?\Lz.tz?/:rr) r 4-7{'?9, :,?r; , .- -/--
I
ttj(-q'(sr"rt) ";'zit" [;;rr^I l= Sl;'''t!
I z. High Range (GW toading from l-os effi ,Z
I ,2./z */-nr*ti'i;;Uurl n(Lt?+/-ay(jn;|' ,i **.*ou"l__.r,(2rqy')l
I - .i?L l. g-E '
I - | : J-7zf ,"*{-]|',,,1,o,0'ri'l.rtr,z{#r I d l,-'2
| ' *. tChange in nitrate concentration as a result of Los AmiQos ISDS
l=.u.-3'6t;'.^'vi, 'ru-t/,/
ffi =l@lt ,(a I .Lii12. High Range I _
J.30 tw/l
l;t
: J-7!,*7
n0'- /. /l f*/ytI-
,/;t
^ ,.ilf) '
,),('oo 0'v l'F' ,
a
a
-8-April 1, 1998 Attachment A - Calculations
Determination of Nitrogen Loading
from 168 lndividual Sewage Treatment Systems,
Los Amigos Ranch P.U.D., Filings 6 - 10
8. Conclusions
o ISDS systems in Los Amigos P.U.D. may increase nitrate levels in
groundwater in the vicinity of County Road 1 14 and Hwy 82 between
0.16 mg/tit and 0.60 mg/it.
. Existing groundwater nitrate levels in the vicinity of County Road 1 14
and Hwy 82 range from 0.0 mg/lit to 3.56 mg/lit. These are welt
below the drinking water standards established by the EPA and the
State of Colorado.
. Properly designed and maintained ISDS systems in Los Amigos P.U.D.
will result in no drinkinq water contaminant concerns in the vicinity of
Gounty Road 114 and Hwy 82 or elsewhere along the Roaring Fork
River.
9. Recommendations
. High quality ISDS systems shoutd be required.
1. Trench construction for leach fields is preferable over bed
construction.
2. Septic tank effluent filters should be required.
3. Leach field dosing systems from septic tanks should be
required (as opposed to continuous feed from septic tanks).
. An ISDS management plan should implemented.
1. Operated under the authority of the homeowners association.
2. Annual inspections required.
3. lnspections made individuals trained in the operation of ISDS
systems.
April 1, 1998 -9- Attachment A - Calculations
ii:iiFtEsc:uFtcEIIIII-----E N G IN E E FI IN G IN C
Mr. Michael Erion, pE April 9, 1998
Wright Water Engineers
PO Box 219
Glenwood Springs CO 81602
RE: Los Amigos Ranch PUD - Septic Tank Effluent Filters via fax
Dear Michael:
In response to your phone message of yesterday evening attached are catalog cut
sheets of septic tank effluent filters. With respect to Los Amigos Ranch PUD we don't
want to specify a specific manufacturer, but these will give you an indication of what
effluent filters are and how they work.
Effluent filters attach to the discharge piping from the septic tank. By filtering the
septic tank effluent they ensure that solids of any appreciable size do not leave the
septic tank. This in turn reduces the total nitrogen loading to the leach field by
eliminating bio-solids loading and, thus, reduces the potential nitrogen loading to
groundwater.
Please call me if you have any questions.
Sincerely,
RESOURCE ENGTNEERING, INC.
t( * o-(--
,lnn ,. currier, PE
Water Resources Engineer
JMCImc
File 7Q7'1.0 nr" 7o7\t,ambiotubc.wpd
attachments
cc: Mr. Greg Boecker
Mr. Dean Gordon
Larry Green, Esq.
Consulting Engineens and Hydnologists
SOS C3lonado Avenue I Glenrnrood Spnings, CO Al 601 I l97A) =4=-6777 ! Fax [F7O] 345-i137
Biotubeu Effluent Filter lnsert
n-.-,G./fr,G
The 0Sl Biotube@ Effluent
Fiher lnsert dramatically
improves the quality of efflu-
ent discharged from a septic
tank by preventing large
solids from leaving the tank
The fiher is easyto install and
maintain. The Biotube lnsert
fits into virtually any existing
4" dia. plastic oudettee. For
tanks which have notyet had
a tee installed, a full size 4" fil-
te[ such as model FT044+36,
is recommended. The fullsize
ff0444-36 provides flow mod-
ulation and overtwice tre fil-
tering area of the Biotube
lnserL
A Simple Conceptfor
Residential
Applications
Effluent from the relatively
clear zone of tre septic tank,
between tre scum and tre
sludge layers, enters the
Biotube Effl uent Filter thro ugh
its veftical inlet Effiuentthen
enters the annular space
between tre housing and fie
Biotubes, utilizing the
Biotubes' entire screen sur-
face for filtering. Particles
largerthan l/8' are prevented
from leaving the tank.
0nce it has been filtered
firough the Biotubes, effluent
flows out of the tankthrough
fte outlettee.
Feafirres and BenefrB
o Allours easy retofitfor
existing or newtanks that
cannot accommodate a full
size 4" filter.
. lmproves effluent quality.
Avera ge Total Suspended
Solids (TSS) is less than 30
PPM, nearly 2-U2times
lower than a non-screened
system!
. Superior pdemed design.
Extends drainfi eld life.
Reliable, conosion-proof
construction.
o Easy installation.
lnstalls in minutes in new or
existing tanks. Models for
both sched.zl() and 3034
size pipe.
. Simple, hassle-free
maintenance.
Cleaning is quick and easy
wifi a water hose.
Orcnco gem:
lncorporated
Stl AlRI,VAY AVENUE
STTIHERUN, OBEGON
9,1799012
IE.M{ONE
Fal l asg-aaas
FACSIMIIE
(51r I 15$2884
Rrvirion Ul46
@ lSE 0rcnco Sylore h
CoEr.d bv US. Mcrhod
ol tlrc Paam l{o:. 4tLIIEl
cnd 549EEi
.n_,c.ifr,G Specifications
OroncoS1lr:temr'
lncorporated
SIl AIRI,VAY A1JBIUE
S1'IHEf,UN, OREGON
917$9012
IB"EPHONE
(51r1 459-1449
FACSIMII.E
{51r} 1s$288{
0sr
Dimensions
Model Frio4r 8-3 Frio4l8-4
Etendible PVG Handle
PVC Cap*
Pipe Sleeve (3034 only)
Air Vents
Cartridge Stem
Sealing Flange
1r8" Mesh Bistrbe Cartidge
Solid Base
A Nominal Diameer 4"(fi8 3034) 4"(fits sched. Ol
B CarridgeHetght__ !fC lnlet Heiqht
D FherArea ft1 L3
Cusbm sbes available. Callfor assistance.
FA--]
18'
=l
?3
Biotube@
Eff luent
Filter
lnseft
Enisting 4- Dia. PVC or
ABS Tee with Pipe E<tension
B
-c
IPVC cap slides into sched. tl{l size tee. PVC pipe
sleeve slides into 3{Bd size tee.
Rrvi:ion Uttl/!5
@ ISE Orrnco Syrrrrnr lnc
CorrGd bv U.s. Mlrnod
oi Us! Pstart No. +l3IEl
and 5l[8ffi
4" Biotube' Effluent Filter
---,G.-,h,G
The 0Sl Biotubeo Effiuent
Filter d ramatica lly improves
fie quality of effluent dis-
charged from a septic tank by
preventing large solids from
leaving fte tank. The filter is
easy to install and maintain.
Hosing off the screen is nec-
essary only as often as the
tank needs pumping.
A Simple Conceptfor
Residential
Applications
Effluent from tre relatively
clear zone of tre septic tank,
between tre scum and tre
sludge layers, enters the
Biotu be Effluent Filter thro ug h
its inlet holes. Effluentthen
enters the annular space
between the housing and tre
Biotubes, utilizing the
Biotubes' entire screen sur-
face for fi ltering. Particles
largerthan l/8' are detained
in the annular space, where
continued decomposition of
organic material occurs.
Once it has been filtered
through the Biotubes, effluent
fl ows throu gh the modulatin g
orifices atthe outlet of the fil-
ter.
lf inflow becomes temporarily
excessive, the fluid level in
$e tankwill rise as the modu-
lating orifices slowthe flow
firough the tank, allowing
maximum settling of solids.
Featrres and Benefrb
. lmproves effluent quality.
Avera ge Total Suspended
Solids (TSS) is less than 30
PPM, nearly 2-U2times
lower than a non-screened
system!
. Superior patented design.
Extends drainfi eld life.
Reliable, corrosion-proof
construction.
o Easy installation.
lnstalls in minutes in new or
existing tanks.
. Simple, hassle-free
maintenance.
Cleaning is necessary only
as often as the tank needs
pumping.
. Allows for smaller diame-
ter drainlield pipe.
Lowers drainfield material
c0sts.
. ldeal for variable-grade
sewers.
Allows reduction of the
transport line size and
associated costs.
. Available alarm.
lndicates when mainte-
nance is needed.
o Custom sizes.
Callfor availability.
OrencoSyctems'
lncorporated
SIl AIRWAY AVENUE
ST.rTHERUN, OBEGON
s,1799012
IE.EHONE
(51r1 +lg+lls
FACSIMII,E
(51r1 4192881
Rcvirion 8/tIUIE
O ISE Orenco SystcBB ln(
Covcrad bv U.S. Method
ol Usc Patem t{os- 44xIEl
sno 549635
1-,
-.\.;fr,G Specifications
OrencoSystems'
lncorporated
814 AISMVAY AVENUE
SL'THERUN. OBEGON
947$9012
IB..g}IONE
(51r1 45S4449
FACSIMILE:
(5111 4s$2881
0sr
Biotube@
Eff luent
Filter
Bcvision 8/ltlr'lf
@ 19{f Oranco S6anr lnc
Covered by U.S- Mahod
ol Us. Parem llos. l(IIqt
and 5{96ni
Extendible PVC Handle
cap
Air Vents
Cartridge Stem
Sealing Flange
18" Mesh Biotube Cartidge
Solid Base
4' Solvent Weld
PVC Tee
{Specify pipe 0.0.}
PVC Hosing
[811 1/g' Diameter
lnlet holes
Dimensions
Model Fr0444 36 ffofie28
A NominalDiameer
B Vault Heigttt
G lrvertHeigttt
D lnvertb lnletHeigtrt l6'il-
E lnletHole Height T 19'
F HlerArea(ftJ $ 4.1
Cusbm sizes available. Callfor assistance.
FA_-1
ai4'
36'
tr38'
T
I
D
I
I
I
E
I
Biotube@ Effluent Filter Sizing
--.-,
^.-,fr,G
Predicting necessaryfiher sizing and accu-
rate cleaning frequencies is a difficult
process due to many varying factors. 0Sl
has developed fie following guidelines
hased on experience and system.monitor-
ing from a large percentage of over 40,000
screened gravity and pumping septic tank
systems. ln fact, 0Sl isfie onlyfilter manu-
facturer with sizing criteria based on years
of actualfield use. While fiese guidelines
may not be accurate for every system, they
will be relevant in most situations.
The following equation for residential
strength wastewater systems was devel-
oped based on fie following conditions:
1|A completely watertight septic tank is
used. lf either infiltration or exfihration
are present, there is no wayto accurately
determine fitter sizing, and system opera-
tion will be overloaded.
2)A septic tank capacity of at least 1000 gal-
lons is used for a single family residence
with 3 bedrooms or less, and 1500 gallon
capacity for larger homes, up to flows of
600 gpd.
3lSystems handling flows largerthan a sin-
gle family home have tank sizing of at
least 2.2 times the average daily flow.
4l Residential strengfi wastewater, defi ned
as primary sewage effluentfrom a septic
tank which does not exceed tre following
parameters:
BOD = 300 mg/
TSS = 150 mg/l
TKN = 150 mg/
Oil& Grease = 25 mgl
Sizing Criteria:
t) &=Q(0n,0)(MTBC)
where:
&= Filtersurface area required (ft')
e = Fitter coerfi cient (#" )
&,0 = Average dailyflow in gallons (gpd)
MTBC = Mean time between filter
cleaning in years
The filter coefficient, Q, is equal to 0.0044
when actual ortrue daily average flow
rates are used for Gro . A value of 0.002 is
applicable if 'Projected Daily Sewage
FloW'is used. The'Projected Daily
Sewage Flow" is defined as a peak flow
ftat allows for a safety margin and is typi-
cally much largerthan fie actualflow. All
values are based on a filter surface area
with approximately 30% or more open or
TlovV'area.
z)& = 0.0044 (&x) (MTBC)
(for calculations based on 'actualflows")
3)A = 0.002 (&x) (MTBC)
(for calculations based on'Projected
Daily Sewage FloW'as defined above)
OrcncoSystems'
lncorporated
8I1 AI8lA/AY AVINUE
SI'IHERUN, ()REGON
9,{799}12
IETPI{ONE
(sarlasg<sg
FACSTMI,E.
(54r1 459288{
BIA.FT.FT.I
REV. tJL O 3/lr$
PAGE I ol 3
Example:
A single family home produces an actual
flow of 225 gallons per day. lf a minimum 5
year cleaning frequency is desired, how
much surface area is necessary? Which
BiotubeTM Effluent Filter should be selected?
Answer Since actualflows are used,
equation #2 is valid.
Therefore, As = 0.0044 (22S1 151 = 4.95 ft 2
Referring to the Biotube Effluent Filter
Screen Area Chart below, tre model
Ft0444-36 has a screen area of 5.3 ft 2 and is
therefore selected.
lf a kitchen garbage disposal is used, more
frequentfilter maintenance may be
required, due to the additionalsolids load-
ing. Kitchen garbage disposals contribute
an additonal 36% (approximaitely)to the
level of solids loading. lncreasing the sizing
coefficientto 0.0067 (based on actualflows)
gives better approximations for sizing and
cleaning frequencies when garbage dis-
posals are used. Using a minimum 1500
gallon septic tank is also recommended for
homes with garbage disposals.
Sizing filters for systems largerthan single
family dwellings is more complicated.
Generally, in orderto maintain a minimum
two yeartank pump out schedule, a septic
tank size of 22 times the expected average
dailyflow is necessary. For systems larger
tran single family dwellings utilizing proper
tankage and not exceeding residential
stengfi wastewatef fitter sizing using tre
given equations is valid. Systems having
less ften 2.2 times fte expected daily flow
in storage require more conservative filter
sizing to prevent the need for frequent
cleaning.
Wastewater from restau rants, ind ustrial
plants, and other higher waste strength
sources need more detailed analysis of the
wastewater characteristics for proper tank
and filter sizing and configurations. Please
call to discuss these applications.
Much higher loading rates may be used for
handling recirculating sand filter effluent,
wetlands effluent, and other lower strength
effluents. Please callto discuss these
applications.
Model Nomenclature
FTOs
Biotube@ Effluent Filter
Screen Area Ghart
Unit Screen
Area *
Series (ft,/lineal ft)
Effective
ScreenModel Area (ft,)
Fr0400
ffo600
ffo800
1.77
?tr
5.6
Ft1200 11.2
Fn500 18
al
al
ff0444-36 5.3
ff0654-36 10.6
ff085+36 '16.8
Ftl254-36 33.6
ff155+36 54
ff1572-54 81
ffr596-72 108
r Unit Screen Area (in ft 2 per lineal foot)
multiplied byfre tube lengfi gives the
effective screen area in ft 2.
EOA.Fr. T.I
REY. rJt. @ 9/&$
PAGE2 ol 3
Genera I ized App I i cati ons Ghart (residentiat waste strensth):
Source Recommended Filters
2 or 3 bdrm single family homes
4 bdrm or larger homes
1000 gallons per day
2000 gallons per day
3000 gallons per day
t$00 gallons per day
5000 gallons per day
10,000 gallons per day or more
Use of multiple fihers or deeper versions
of standard filters to achieve desired
screen area is an option at any flow.
Many situations require special designs;
modifications of standard filter dimen-
sions are accommodated easily.
Fr0444-36
FT0444-36, ff0654-36, F10854-36
ff0854-36, ffI254-36
FTt254-36, Ft]554-36
FT1254-36, ffl554-36
ffl554-36
ffl554-36
multiple filters
EtftfI-l
REY. t.0, @ 9/rJ!5
PAGE 3 ol 3
SRO4O2 Slide Rail System
*.-,G.-,frt
€
Orrncoffiu
lncorpontedFor Effluent Filter Applications
Liquid Level
1'DIA. PVC SLIDE RAIL
r 3/r tNtEr Ho["Es
.. OIA PVC SLIDETEE
1'DIA STOP COUPUNG
(ACTS AS STOP FOR FILTEB}
4'DIA PVC
(Eeld cut to length)
PVC FI.ANGE
(Bottto tank bottom or cast in
comainer filled with concrete)
8II AIR\A/AY AVENUE
SI'IHEf,UN, ORSGOTI
|r,i179$t2
IIIETIONE
l51t I 15!r{419
FACSTM[.t
(51r I 15S2881
ED+r-SR-t
REV. t, O 7/17/5
PAGE I
BIOTUBE EFFLUENT FILTER
SRO402 Slide Rail S stem
For Effluent Filter Applications
1'DIA PVC AIR RELIEF
4'DIA. COUPLING
1'DIA PLUG
rDlA PVC OUTtEr
4' DIA PVC SLIDE TEE
f OIA PVC SLIDE RAIL
r 3/r INLEI HoUS
1' OIA PVC SLIDE TEE
f DIA COUPLING
(ACTS AS STOP FOR FILTES}
r53'
PVC FI.ANGE
(8oh to tank or cast in cortainet
filled with concretel
^---,G.-,fr,G
o;mcotfa
lncorpcod
8I{ AISWAY AVTNUE
SIJI}IERUIiI. OSEGON
s,171lqlt2
IB.MONE
l5{rltcr{.g
fAcslMrtE
l5{1115$2A1
EI}FT.SB2
REY. rroTnls
PAGE t
T
I
FIELO CUT TO
TENGTH
I
I
= _l_
!
' Note: Slide rails used with 1f, diameter fitters require minimum 2l' diameter tank access opening.
Front View Ssction A-A
Top View
SRO402 Slide Rail System
'--..-iC.-,fr,
€
o;ru$mr
IncorpqodFor Effluent Filter Applications
I'DIA. PVC AIR RELIEF
I 3/8'UFTING HOLES (2}
4'DIA. COUPLING
2'DIA. PVC OUTIET
4' DIA. PVC SLIOE TEE
4'DIA. PVC SLIDE RAIL
BIOTU BE EFFLUENT FILTER
1 U8'INLET HO["ES
4'DIA. PVC SLIDE TEE
4'DIA. COUPUNG
(ACTS AS STOP FOR
FILTEF)
PVC FLANGE
(Bolt to tank bottom or cast
in container filled witt
concretel
8I1 AI8WAY AVENUE
SI'IHEUN, ()REGOI{
9179$r2
IA.EONI
l51ll15g-s9
tAcslMrtE
(sflt1$12881
EIDFT.SR*I
REY. r! @ rn7,$
PAIiE T
memo
of:
Date:
Re:
REI File No.
f;$E$H RESOURCE
Hf;fiSH ENGINEERTNG, tNc.
Phons:(97O) 945-A777
Fax:(97O) 945-1137
Mark Bean
Garfield County Planning Dept.
April9, 1998
Los Amigos Ranch PUD Filings 6-10
707-1.0
Michael Erion
Michael asked that I transmit any correspondence to him regarding Los Amigos to you as well.
Therefore attached please find:
1) Letter of April 8, 1998 to Michael Erion providing followup information Michael requested
2) Letter of April 9, 1998 to Michael Erion transmitting information on septic tank effluent
filters.
I believe you have all other written correspondence between Resource Engineering, lnc. and
Wright Water Engineers related to this Los Amigos proceeding.
eAmiiil-O CXLft,tlY
From the desk of...
John M. Currier, P.E.
Water Resources Engineer
Resource Engineering, lnc.
W
:iiiiFIESOUFICEtltl!I'IITENGINEERING INC
R, -09' 9S(?Hlri'i5: l7 lIRIGHT I\IATER GLNIYO0D
TO:
FROM:
DATE:
RE:
TEL:9709459210
MEDIORAI\DTIIVI
Mark Bean, Garfield Corurty Planning Office
;*[1;,3i',Ti"n;
Jif;,, ., @ Z*
Los Amigos Preliminary Plan Review
P,001
V/e are in receipt of additional drainage analysis aud ISDS analysis for the proposed [,os Amigos
project. We reviewed the following documents.
r [.os Amigos Rauch Preliminary Plan, Filings 6 through 10, Stormwater Dercntion
4114p!g, Aprit 1998, prepared by SGM.
o Memorandnm to W\trrE dated April 8, l99t from Dave Kotz, P"E. with SGM-
o Los Amigos Ranch P.U.D. Individual Wastewater Treatment Systems Groundwater
Impact dated Ap.il 6, 1998, p:epared by Resource Engineering.
r Apnl 8, 1998 letter to WWE from Resource Eqgineering.
o April 9, 1998 letter to WWE from Resource Engiueering-
The following are our comments.
Drainage Analysis
In general, we found the updaed drainage analysis including deuiled calculations for detention
pond sizing and operation to be acceptable for preliminary plan submittal- The applicant is
proposing the use of four detention ponls located in thc upper reaches of the four sub-areas
within the sirc. Volumes havE beca calculared for maintaining historic rufloff, under developed
conditions, for storms up to and including rhe 100-year flood event. Calculations indicate that
all posrdevelopment flows will be at or less rhan sxislfuig conditions.
The detention ponds that were submitted were a geueric computer generated pond configuration
developed to fit in all four basins. Alttrough the calculations indicate that tNs pond will work
in each basin, the final plans shdl include a detailed grading plan with shge-storage volume
reladonships developed based on the acnral topography. We reviewed this with Dave KoE with
SGM and he is in agreemeat with our comrnent.
d
=a
G,
UI
llJz
(,z
uJ
G,
UJF
BFtg
E,
=
APR. - O9' 9 8'(f HU ).1IT , I 7 lVR I GHT IIATER GLN1YOOD TEL:9709459210
MEMO TO: Mark Bean
Aprit 9, 1998
Page 2
We believe rhe data submitted fulfills Condition No. 9 of the Planning Commission
Recommendation.
ISDS Impact Analysis
The Resource Engineering report concludes that their analysis, together with the commitment
to construct and maintain guality ISDS systcms with design standards and management plan,
indicarcs that there will be no adverse impact to groundwater quality. Based on our review, we
generatly concur with the Rcsource Engirrcering conclusions. Thc analysis includes a rumbcr
of engineering assumptions and judgment. We reviewed the analysis making more consertative
assumptions in all cases and found that ttre Resource Engineering analysis would result in a
cumulative toal niirate concentration of less than 7 mgll. This is less rltan the Sare and EPA
sandard of 10 mg/l-
Given rhe applicabiliry of warer quatiry srandards and pollutants typically associated with septic
ank/leachfield effluent, the primary pollutant of regulatory concern expected to be associated
with sepric hnk/leachfield effluent is nitrarc. Nitrate is typically selecrcd as the limiting
pollutant from the regulatory perspecdve for several reasoDs including: (1) pollutauts associared
with septic tanlc/leactrfield contaminatioa are commonly known to be nitrarc and viral/bacterial
conraminanrs; (2) nitrate is krown to be highly mobile in zubsurface environnents, while
viral/bacterial contaminants are morc easily absorbcd onto soils; (3) thc regulatory limit for
nitrate is low relative to tlpical nirate loadings in septic system effluent; and (a) ninate
concentrations are guite low in undeveloped and uncontaminated stream sysEms.
We believe this reccnt deailed annlysis fulfills the submittal requirements of BOCC Resolution
No. 9G34, Paragraph 5.
W.WE previously recommended a monitoring and mitigation plan in the absence of a deailed
quantiarive analysis. With this additional analysis, tlre stringenr design sandards, aud the
mairrterrance plur, we believe the applicant has developed an accephble alternative approach as
outlined in Condition No. 8 of $e Planning Commission Recommendation.
WWE will have additional deailed commeils on the desigl standards aud maintenance plau.
PMB/MJE/dIf
92L-M7.W
P, 002
Wright Water Engineers, lnc.
BlSColoradoAve.
P O. Box 219
Glenwood Sprjngs, Colorado 81602
(970) 945-7755 rEL
1970) 945-9210 FAX
(303) 893 l608 DENVER DIRECI LINE April 13, 1998
Mark Bean
Garfield County Planning Office
Regulatory Office & Personnel
109 Eighth Street, Suite 303
Glenwood Springs, Colorado 81601-3303
RE: Los Amigos Preliminary Plan - ISDS Impact
Dear Mark:
This letter presents additional comments on the April 6, 1998 report by Resource Engineering
regarding proposed ISDS systems for Los Amigos.
Analvsis
We believe the Resource report overstates the conclusion with assuming phrases such as "no
risk," "low levels," "increase slightly," and "well below standards." There is an impact on the
increase of nitrate levels and it could be between two and seven times the existing levels.
However, the total cumulative, and diluted, concentration of constituents in the regional
groundwater aquifer is estimated to be less than State and EPA drinking water standards.
Design Standards and Management Plan
We recommend the Design Standards and Management Plan presented in Attachment B of the
Resource Engineering April 6, 1998 report be included in any approvals for this project. In
addition, we recommend the Plan be modified to include the following:
All ISDS systems shall be designed by a Colorado Registered Professional Engineer
and shall meet applicable County Regulations and the "state of the practice" at the
time of construction. In addition, the design shall also include the following criteria
[as given in the Plan and with WWE's recommendations below].
All tanks shall have properly sized effluent filters.
The 213 time use, 1/3 rested bed concept is good and will increase the effectiveness
of the system. However, we are concerned about proper operation and exactly how
this will be implemented. This requires more detail on operation and, in our opinion,
requires that the absorption field be oversized by tl3 to meet hydraulic loading
requirements.
DENVER {303) 480-l 700 DURANGO (970) 259 7411 BOULDER - i303) 473-9s00
/*,D
Mark Bean
Garfield County Planning Office
April 13, 1998
Page 2
Design criteria should include considerations for minimizing impacts and protecting
groundwater for other constituents of concern.
"Qualified personnel" to perform inspections should be defined in more detail. This
person should have professional working knowledge of ISDS systems and be certified
by the State for ISDS systems when such certification becomes available.
A brief annual summary report of inspections, repairs, and replacement should be
compiled and submitted to the County.
Please call if you have any questions or need additional information.
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
MJE/d1f
92t-047.040
Michael J. Erion,
Project Manager
Apr-2L-9A OI :2IP Stella
t
Archu I eta 97cJ-945-77A5 P-05
GOULDS Model 3887
lnstallatiil, 0pntion and taintenancG lnstructions
I ImFORTA}IT
1. lnspect unit for damage.
2. Electrical supply must be a
separate branch circuit equip-
ped with proper fuses or circuit
breakers, wire size, etc., conform-
ing to National Electrical Code
plus local codes. Power supply
voltage, phase and controls
must match pump nameplate
requirements.
3. Always disconnect electrical
power supply when handling
pump or switches.
4. Do not use pump in swimming
pools or hazardous liquids.
5. Liquid temperature not to exceed't60"F. (71oC)
6. Do not remove ground prong or
use extension cords.
7. Use basins as offered in Goutds
Catalog.
tr Rrmp & Piping
1. Thread discharge pipe into
discharge connection. lf a
check valve is used try to avoid
installing it vertically. Position
horizontally or at a 45o angle
with valve pivot on top. This
guards against solids lodging
on valve preventing it from
opening. Drill a %s" hole in dis-
charge pipe 2" above pump
discharge connection to prevent
air locking the pump. A gate
valve should be installed in the
systern, after the check valve,
to permit removal of pump or
check valve for servicing. A
union should be installed be
tween check valve and pump.
2. Threephae pumps must be
checked for proper rotation atter
wiring is cornplete. Rotation
must be counterdockwise look-
ing into pump suction.
Caullon: Do not attempt to feel
for rolation with fingers. Rotat-
ing impeller will cause severe
injury.
3. Singl+phase pumps have built-
in thermal overload protection
with automatic reset. Thrae-
phase units must be protected
by a starter with proper overload
protectioh. See Table.
Itr Basin
Basin should have a sturdy bot-
tom to give legs of pump adequate
support. Leg height elevates pump
above bottom of basin to allow
wastes to reach suction opening.
When using basins without hubs,
attach 4" cast iron inlet hub to
drain line as required. ln case ol
duplex basins, seal second hub if
not used.
E Bacin Gover
Remove protective strip trom gas-
ket and press onto recessed pbrtion
of basin rim. With a pointed lool,
threaded into flange provided with
basin cover.
I Hanual Operation
This is accomplished by manualty
switching power on or oif to the
pump. On pumps equipped with a
molded plug, insert into a suitable
outlet controlled by a switch. Where
a separate contfpller is used the"Hand-off-Auto"lswitch is turned
to "Hand" operation.
U Automatic Operation
1. Dlaphragm Control Switch. (ALS2-1), (ALS2.2) and (ALS2-a)
A pressure activated switch provid-
ing automatic operation with 6"
ditferential in liquid level. Turns on
when liquid is 10" above bottom of
switch and turns oll al 4" above
botlom of switch.
Canllon: This controlswitch has
a vent which must be left unob-
structed and protected from
moisture, dirt, or foreign material.
Mount electrical cord so vent tube
poants downward. t/t HP, Vz HP,
1'l5V or 230V, 1 @ pumps may be
controlled directly by the switch.
%-1 HP, 7'/z HP. 1 O units require
a contaclor. 3 @ units require a
starter.
2 Merorry Switchs
Mercury switches are single float
switches that as the liquid level
rises or falls, the float changes
angle until the mercury switch
makes or breaks the circuit.
Fit basin cover over discharge pipe.
Power cords are seated wim-spitii
rubber stopper. Rubber ring iiplace.i over discharge pipeind
compressed between pipe anct
cover by the llange (chamfered side
down) to form a seal. Vent pipe is
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poke holes through gasket into tap
ped holes. Do not damage threads.
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Apr-2L-98- OLz22P Stella Archuleta
lrtrr-t
97cJ-945-7745 P-06
TECHNOLOGY
lvsrnttanoN NsTHuCflaNs - page 2
Control switches with pipe clamps
Figure 1 - Three Float lnstallation , i MANUAL TESTING fro simutate ahemator,; t opentionsquence).,i t oPerationsequence).
/l
t i'-- | For case ot insl;:,llat:g\
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lll I I n It ] O:3. Tipcommonstopfl@ttoonpsitbn.SEEFl6uRE
lillll- lA \ i g,LLtJsrRATtoNA.
i i l I f,r,c*,. I H * i t l. whilecommonstopfletramainstippd,Wt@d
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I ,l i I I ffi/ G. * L5. Retumteadfloattooff position.Rerum@mmon
,d rH/ j \ ifl i Is ":":,ffi:;1{;";l:;xi"*!tr,umpaupump{LE;l ll. "
519 , }#Y i i' ? L 6. Repeat"rrpr fuo. 3 and 4. The second pump utd
{. i
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pump run ndicator light will tum on. Repeat sevara!
i $'#:; ;:#fLv;::';7y:::';^* For a tou'l
Fisure 2- Four Ftoaunstattation A ,X ,. !:;:"rtr#,;::T#1,::,Hi!l*;yffi".
For case of insallation and salery rrrlsons, w.
n*ommoad npnual tcatlng ol llut switch
opention prior to attachlng tloats to dl*hergoplp ln the pump chamber.
aarm system will be operating.8. Both pumps, pump run lights, aN abrm system will
remain running until alltlats ara retumad to olf
position. The complete qptem will be oll at thb
pint.
Four float installatlon only
thile altemate pump is running (ammon s:top and
lead floats remain tipped), tip lagfloatto on psi(nn.
Both pumps will now be opeating and will renain on.
Now tip alann lloat to on position. Both pump aN
alarm systems willbe operating.
10. Tip abrm flut to otf position. Atarm system witt sh&
olf.
ll.Both pumps will remain running until all remahing
lloats are tipped to otf position. Complete system wiil
be oft.
,ALTERNITE FIUR FLaAT ARRANGEMENT
To indicate alarm condition before lag pump tum on,
mount the alarm lloat between the tad and lag f,cE,fs-
Float wiring remains the sme as shown on wiing
dlagam.
CLAIIP
DETAIL
(ScFgur.3)
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NoTE: UN|T SHOULD BE PERIODICALLY TESTED
,,VSUFE P RO P EN OP ERATIO N.
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OL:22P Stel la Archuleta
PUMP UNIT NO.I
97CJ-945-7745
UMP EASIN
P -07
DISCHARGE pIpIti
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PUMP UNIT NO.2
MANHOLE CENTEREO ON PUMPS,
INCLII-IE VILLACE
G El.IERA L I I/ F,I? C)\/EI\4Ei'JT
DIS'I'RICT
NOTE: Pressure Itnesshall be stzed co provtdea minimum velocicy of 2feec. per secpnd.
,'.I\PIOVEO CY
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'*- G. pELL INDIVIDUAL PUMP I^ N ?N /IM. MANNi?--..-...-r
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ATE
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Apr- 2L -9A OL :23P Ste I I a' Archu -l eta 97cJ-945-7745 P-Oa
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-94 01:2OP Stella Archuleta 970- 94s- 7745 P -02
Exy
April 17, 1998
Re: Los Amigos Ranch Fiting Gl0 (LAR)
Waste Treatment Options
Facts:
l) LAR is situated on soils ofpredominantly hard, higtrly fractured rock formations (basalt) and
highly fractured sandstone (maroon).
2) LAR will have approximately 165 srngle family lots of 3.07 acreMot over an area of 503 acres.
There will also be 4 rural lots of 223.5 acres (cumulative?).
3) Hepu'orth-Pawlak Geoteck Soil testing of 21 exploration pits spaced throughout the property
resulted in the following:
a) No holes were dug in exoess of l0 feet
b.) 13 holes had refusal (hit rock or large boulder) at less than seven feet - of these, 8 had
refusal at less than 5 feet.
c.) Topsoil layers are tlpically 3 feet or less.
4) CTL Thompson identified 2 geologic faults and a slide area on the property.
Others Opinions:
a.) Lincoln Devorc 1982: "shallow beclrock is highly fractured and permeable, which will
a.ffect the potential for individual se,otic systems and mav necessitate the use of a
g entnal septic svstem.'
b.) Hepworth Pawlak 1997: "Dense hard basalt is expected at relatively shallow depths
'and difficult excavation conditions should be expected". "...exploratory pits excavated in
the general proposed development area consist of l-3 feet of topsoil overlying nil-7 feet of
clay and silt". "...it has been our experience in the area that local perched groundwater
rnay develop during times of heavy precipitation or seasonal runoff. fur urder drain system
should be provided to protcct below grade constnrction...from wetting and hydrostatic
pressure buildup". *Conventionel inliltretion septic dispolrel systems. topeer fe.asible
for the development. Moundine or other ensineered systems may be required in
shallow basalt rock arcss'.
c.) Resource Engineering 1998: "...thgIe is no risk of grcundwater contamination as a
rtsult of properb designed. installed ald meintained individual sewase treatment
svstems in Los Amieos Ranch'. "The opinion presented here is based on available
hydrogeologic information. ...Further investigation of the hydrogeologic conditions is
beyond the scope of this document and in our opinion is not warranted for this
investigation". "Individual Wasteweter System Criteria -l)Use of septic tark effiuent
filters. 2) Use of leach field dosing systems. 3) funual individual wastewater system
inspections..."
d.) Mclaughlin Water Engineers, Ltd.: "Documented cases of widespread ground-water
contamination from septic systems have been in areas where lot sizes range from less ttran
one quarter of an acre to three acres". "shallow ground-water flow above the Roaring
Fork river valley is largely controlled by significant fracture permeability as opposed tt
inter-granular permeability..."'Open voids and caverns can be seen in nrany outcrops..."
"As a result, high-nitrate water Aom the septic leach fields may concentrate near the water
Apr-2L-9A OI :2OP Ste-l -la. Archu-leta 970- 945- 77A5
table". "Use of individuel n
nesidentitljevelopFrent is not recommended as proposed and should not be
aoprcved by Gerfield Countv oflicials".
e.) Wright Water Engineers, Inc. 1998: "There is an impact o
levels and it could be between two to seven times the eristing levels. However, the
total cumulative, and diluted concentration of constituents in the regional groundwater
aquifer is estimated to be less than State and EPA ddnking water standards." "...we
recomrnend the Plan be modified to include the following: 1) All ISDS systems shall be
designed by a Colorado P.E. ...meet..."state-of-the-practice". 2) AII tanks shall have
properly sized efllrent filters. 3) The 213 vsr,,l/3 rested bed concept is good...however,
we are concern€d about proper implementation.. 4) Desrgr criteria should include
consideration for minimizing impacts and protecting groundwater... 5) Qualified personnel
to perforrr inspections should be defined in more detail 5) A brief annual summary report
of inspections, repairg and replacement should be compiled and submitted to the couDty.
County Engineer's Opinion:
In rural areas with deep granular soil t1pes, individual nonevaporative septic systems are the most
efficient form of waste treatment. The existing parameters in this situation are a non-rural
environment (3acreVlot) with fiactured rock and sandstone structure, verylittle topsoil and
adjacent to a flowing waterway. There is also an active waste treatment facility in close proximity
to this location (although this plant would most likely need upgrading with any added flows). The
percolation tests assurne general homogeneous soil tlpes and I don't feel that in areas of fractures
and rock formations that these should be decisive in the decision making process.
The 1995 Long Report (attached-Resoruce Engineering) states nitrogen removal is primarily
accompiistred at the soil gravel interface. With minimum soil and areas of questionable gravel ttre
existrng location would be rm,able to remove significant nitrogen natually. In the absence of
"rDan-made" solutions, groundwater pollution is unavoidable if conventional individual septic
systerns are used.
There is existing technology which would ficilitate individual waste treatrnent:
1) mounding:. adds more topsoil to provide additional biological interactive surface area
downside - need to bring in soil
2) evapotranspiration: gives each resident their own sewage lagoon
downside - odor, r:nsightly, needs maintenance for biological processes
3) biological filters: remove nitrogen at the waste source
dowrside - maintenarrce to assure proper biological processes, prevent clogging
4) larger tanks: hold efluent for longer detention times (optimum puri$ing efficiency is
obtained after about 6 weeks).
downside - room and depth for tank, excavation
5) Plug Flows: release efluent to leach field at preset periods to assure even distribution in
soils.
downside - control system to do this properly, maintenance
P-03
Apr-2L-9A O1:21P Ste-l la Archu-leta 970-945-7745
The concept of additional nitrogen removing filters, yearly inspection and maintenance, site
specific engineering, and annual reports and documents to the county places a considerable
bnrden (each and every year) on both the horneowner and the coulty. In additioru each specific
building site could feasibly have a completely different septic system of varying degrees of
corDponents and technology - which could, at a later date, conforurd efforts to standardize
environmental discharge s.
Recommendation:
Although it would be possible to have individual waste treaunent systems on each lot, this option
"assumes" that the lot owner would be technically knowledgeable and skilled at maintaining the
biological process of their system year round, year after year. It also assunrcs that a property
owner would not mind living next to their neighbor's sewage lagoon or accept a large mourd of
soil not native to the area Larger tanks would create larger despoiled unvegetated excavations.
In addition, the county would be faced with 164 new yearly reports on each system's output, in
addition to monitoring and certi$ing technicians capable of installing and repairing an unknown
variety of systems.
I would recommend installation of a low pressure sewer ejection system whereby each property
owner would purcbase a septic purnping unit ($2,000-$4,000) which would hold and pump
efluent up or down hill to a central flexible sewage line. This central sewage line (installed by the
developer) is made of flexible low cost plasic beX and spigot piping or polryinyl continuous
piping and would follow the grourd contour with a rninimum of excavation. As this system is
pressurized, the oeed for Iift stations is eliminated and all residents would tie in to the existing
gravity system or could empty at another system treatment facility. This system has successfully
been used to assure pristine savfusnrnental compliance throughout the Lake Tahoe area-
P -04
Garfield County Engineer
BEATTIE & CHADWICK
ATTORNEYS AND COUNSELORS AT LAW
7IO COOPER AVENUE, SUITE 2OO
GLENWOOD SPRINGS. CO Al60I
STEVEN M. BEATTIE
GLENN D. CHADWCK
KAREN J. SLOAT
April 27 , l-998
Mark BeanGarfield County Planning DepartmentGarfield county Courthouse
109 Eighth Street
Glenwood Springs, CO 8l-601
Re: Los Amigos Ranch Filing 6-10
Dear Mark:
On behalf of Colorado Mountain Co1tege, I would like to
submit the attached letter as a written comment for the
consideraLion of the County Commissioners in connection with the
continuation Los Amigos Ranch hearing, which I understand is
scheduled for 1:OO p.m. today, April 27,1998. CMC does not plan
to offer any live testimony at the hearing.
Please let me know if you have any questions.
Yours very truly,
Enclosures
pc: Robert H. Spuhler
Jerome F. Gamba
Lawrence R. Green
Lee LeavenworthKevin Patrick
Sherry Caloia
John M. Kaufman
d?J
TELEPHONE (970) 945-8659
FAX (970) 94s-8671
Chadwick
STEVEN M. BEATTIE
GLENN D. CHADWCK
KAREN J. SLOAT
BEATTIE & CHADWICK
ATTORNEYS AND COUNSELORS AT LAW
71O COOPER AVENUE, SUITE 2OO
GLENWOOD SPRINGS, CO AI60I
8l_601-
TE LEP H ON E (97O) 94546 59
FAX (970) 945-8671
April 27, 1998
Board of County Commissioners of Garfield CountyGarfield County Courthouse
109 Eighth Street
Glenwood Springs, CO
Re: l,os Amigos Ranch Filing 6-l,0
Honorable County Commissioners:
As you know, this firm represents Col-orado Mountain CoIIege.
CMC Vice President Robert H. Spuhler and I appeared at the AprilL3, 1998 County Commissioners' hearing regarding Los Amigos Ranch
Filing 6-l-0. We expressed CMC's overall support of Los Amigos'application, but stated that the College is concerned that a
Iarge number of individuat septic systems may negatively impactthe quality of the Spring VaIIey aquifer, which supplies domestic
water to CMC, Los Amigos Ranch, and others.
At the time of the April 13, l-998 hearing, w€ had just
received the April l-0, L998 report by John Kaufman of Mclaughlin
Water Engineers, Ltd., and had not had an opportunity to evaluateit. Since that time, w€ have had CMC's engineers Jerorne Gamba &
Associates, fnc., review the Mclaughlin report. Mr. Gamba
concludes that the Mclaughlin report is the more credible of the
reports submitted to the County, and recommends in favor ofcentralized tertiary sewage treatment. See attached letter.
In addition, we have read the report of Garfield County
Engineer Robert B. Szrot dated April L7, l-998, which reviewed allof the prior reports and recommends central sewage treatment.
Based on the foregoing, CMC respectfully opposes the
approval of individual septic systems for Los Amigos RanchFilings 6-10.
CMC believes it r^rould be feasible to provide central sewagetreatment for Los Amigos Ranch Filings 6-l-0 through the Spring
Va11ey Sanitation District, as was contemplated in the District'soriginal Service P1an. Discussions are presently underway withthe Spring Valley Sanitation District, Los Amigos Ranch, Colorado
Mountain College, Lake Springs Ranch, and regarding futuretertiary treatment of sewage from the Spring Valley area.
t
Board of County Comrnissioners of Garfield County
April 27 , l-998
Page 2
CMC would note that several other developments are planned
or likely to occur in Spring Valley. It is probable that some of
these developers wilI seek ipproval for individual septic
systems. The College is concerned that if the County approves
iiaiviauat septic systems for Filings 6-10 of Los Amigos Ranch-,
it will come under intense pressure to approve the same for other
developments. A proliferatj-on of individual septic systems would
increase the risk or extent of injury to the Spring Va]ley
Aquifer.
We understand that the County has recently committed to
participate in the devetopment of a comprehensive Water Quality
iuan.gemlnt plan to rninimiZe ammonia and nitrate contamination of
the Roaring Fork. In light of this commitment, CMC believes that
centralized tertiary treatment is the only reasonable and prudent
alternative for this area of the County.
In conclusion, cMc opposes the use of individual septic
systems for Los Amigos Ranch Filings 6-10, but supports Los
Amigos Ranch's overall- development plans.
Respectfull-y submitted,
'C/r^ArrL---.
Chadwicklenn D.ttorney for Colorado Mountain
College
pc: Robert H. Spuhler
Jerome F. Gamba
Lawrence R. Green
Lee Leavenworth
Kevin Patrick
Sherry Caloia
John M. Kaufman
JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEEBS & LAND SURVEYORS
113 gTH STREET, SUITE 214
P0. Box 1458
GLENWOOD SPRINGS, COLORADO 81602.1458
PHONE: (970) 945-2550 FAX: (970) 945-1410
Mr. Bob Spuhler
Colorado Mountain College
P. O. Box 10001
Glenwood Springs, Colorado 81 602
Re: Report by John M. l(aufman on Los Amigos Ranch Potential lmpacts on
dated 1O April 1998
Dear Mr. Spuhler:
21 April 1998
Ground-Water
I have reviewed the report LOS AMIGOS RANCH P.U.D. POTENTIAL IMPACTS ON
GROUND-WATER FLOW AND OUALITY DUE TO THE USE OF INDIVIDUAL SEPTIC
SYSTEMS FOR DOMESTIC WASTEWATER TREATMENT AND DISPOSAL pTepATEd by JOhN
M. l(aufman, McLaughlin Water Engineers, Ltd. dated 10 April 1998.
The author of this report does a highly credible job of describing the geologic/hydrologic
feature in eastern Garfield County that we all know as the "Spring Valley Aquifer". This
aquifer is an excellent water supply source for the Spring Valley Campus of Colorado
Mountain College as well as a number of individual homes and land developments,
including Los Amigos Ranch. lt is a natural treasure, that if protected, will continue to
provide excellent quality water to the present and future residents of the Spring Valley area
for ever.
The effluent discharge from a large number of ISDS systems into this aquifer system has
an extremely high potential for degrading the natural, very high water quality in the aquifer.
While the degradation process would occur and intensify over time, as the ISDS systems
were constructed and operated, the deleterious effect on the water quality would be
irreversible. lf this aquifer system becomes polluted, the capitol and operating costs of
treating the water to return it to drinking water quality will far exceed what the cost would
have been for collecting and properly treating the sewage in the first place.
Every effort should be made to convince the Garfield County Board of Commissioners that
any waste water discharged to the aquifer, from this time forward, must first receive
tertiary treatment so that the discharged effluent can virtually meet drinking water
standards.
tf ully,
Jerome F. Gamba
P.E. & L.S. 5933
il**(
I
LOS AMIGOS RANCH
DESIGN STANDARDS AND MANAGEMENT PI.AN FOR INDIVIDUAL SEWAGE TREATMENT SYSTEMS
A. Purooses
The purpose of the Design Standards is to establish advanced design practices which shall apply to
the installation of onsite waste water treatment systems ("Systems").
The purpose of the Management Plan is to provide effective management and operation of the
Systems. The Management Plan provides a funding mechanism for inspections and routine
maintenance of the Systems. lt also provided mechanisms to insure that necessary repair or
replacement of the Systems is performed in a timely manner. The Management Plan is not intended
to provide for common ownership of the Systems, nor to provide @mmon funding for construction,
repair or replacement of the Systems.
B. Responsibility For Design Standards And Manaoement Plan
The Design Standards and Management Plan shall be the responsibility of the Los Amigos Ranch
Homeowners Association, lnc. (the "Association"). The Architectural Review Committee of the
Association will be responsible for insuring that System construction conforms to the Design Standards.
The Association shall retain a qualified operator to perform inspections and routine maintenance and
to advise the Association when pumping, repair or replacement of a System is necessary.
C. Funding
The Association shall adjust it's Architec{ural Review fees as necessary to pay for implementation of
the Design Standards in the initial constuction of Systems. The Association will collect, as a yearly fee,
sufficient funds to pay for the inspection and routine maintenance of Systems and administration of
the Management Plan. The necessary pumping, repair or replacement of the Systems, as determined
by the Association in its sole discretion shall be the obligation and financial responsibility of each
individual homeowner.
D. Desion Sfandards
Systems shall conform to the following specifications wherever praclically feasible.
1. Tanks - All septic tanks shall be sized for a minimum of four bedrooms. All tanks shall have
effluent fitters at the ouflet and provide for dosing of the absorption fietd. The top of tanks or risers
shall be within 4 inches of the surface to allow pumping of all chambers.
2. Treatment - All Systems shall utilize Trickling Filters to lower BOD, suspended solids and nitrate
levels.
3. Fields - All absorption fields shall be sized for a minimum of three bedrooms. Trench segments with
at teast 6 feet of separation shall be used whenever practically feasible. A minimum of three
similarty sized tencfr segments should be installed with altemating values or a distribution box that
altovrrs isolation of each segment. Monitoring pipes shall be installed at the far end of each trench
segment to allow inspection of field condition. lf a bed must be used a single dosed zone is
acceptable. lf mounding is required to establish 4 feet of suitable soil, a single Pressure dosed zone
is acceptable. lf a bedbr mound is used, a minimum of two monitoring pipes shall be installed at
the far end of the bed or mound.
E.. lnspections
Routine inspections shall be performed bi-annualty for two years following installation of a System.
Thereafter, routine inspecfions shall be performed annually. Additional inspections shall be performed
as deemed appropriate by the qualified operator.
-{40,"4*bztq'il)
uv
I ndividual Homeowners Responsibilities
1. Remit to the Association in a timely manner the yearly fee for inspection and routine maintenance,
the pumping fee as required, and any charges for enforcement actions taken by the Association.
2. Provide access to the System for purposes of inspection, routine maintenance, pumping and any
enforcement action by the Association.
3. Provide 11x17 as-built drawing of the System showing lot number, street address northerly
direction, scale and the location of the residence, driveway, sewer pipe from the residence, tank,
. absorption fields and monitoring pipes.
4. lnitialty install and subsequentty repair or replace defeciive Systems, as required by the Association,
in accordance with the Design Standards and applicable Garfield County Health Codes.
5. Complete necessary repairs or replacement of defective Systems, as determined by the Association
in it's sole discretion, within 30 days of written notice of a defective condition or such longer time
set forth in the notice.
As soci ati o n Re s po n si bi I itie s
1. Administer the implementation of the Design Standards and operation of the Management Plan.
2. Set yearty fees and determine pumping charges in a manner that adequately funds the Management
Plan. , -/n.1/ 'o - it \
3. Retain the services of qualified personnel to perfdrm inspections, rdritine maintenance, and advise
the Association regarding necessary pumping and repairs or replacements of individual Systems.
4. Retain the services of a tank pumping company to perform necessary pumping.
5. Bill individual homeoarners as needed and issue notices of defective condition as determined to be
appropriate by the Association, in its sole discretion.
6. Retain records of all inspections, maintenance, pumping, repairs, replacement, and enforcement
actions.
Enforcement
1. The Association shall take the necessary action to collect sums that are over due and unpaid. This
may include the imposition of late charges ancUor interest overdue sums as determined to be
appropriate by the Association.
2. ln the event a homeovvnerfails to repair or replace a defective condition in the time set forth in the
written notice, the Association shall have the authority to take any or all of the following actions
until the defeclive condition is repaired or replaced.
A. Fine the responsible homeowner a sum not to exceed $1000/day.
B. Curtailwater service to the responsible homeowners residence.
C. Contract for the repair or replacement of the defestive condition on behalf of the
responsible homeomrer, advan@ sums on behalf of the responsible homeowner at the
rate of 14oh, and impose an administration fee not to exceed $1000.
3. ln the event the Association fails to enforce these Design Standards and Management Plan,
Garfield County shall have the right to take such action against the Association as it deems
necessary.
I
F.
/zw-// 1:-4wrvs/*1v'7';; /r:ffi, ?*.<*e /letu/fu,*otu'
Wry;; /26*'v"2
@
Wright Water Engineers, lnc.
B lB Colorado Ave.
P O. Box 219
Glenwood Sprjngs, Colorado B I 602
(97O) 945-7755 rEL
1970) 945-9210 FM
(303) 893-r508 DENVER DIRECI LINE
May 19, 1998
Mark Bean
Garfield County Planning Office
Regulatory Office & Personnel
109 Eighth Street, Suite 303
Glenwood Springs, Colorado 81601-3303
Los Amigos Ranch Preliminary Plan - Additional Review of ISDS Issues
Dear Mark:
This letter presents additional review comments on information submitted after Aprll27 , t998
by the applicant and adjacent property owners regarding ISDS issues for the proposed Los
Amigos Ranch Preliminary Plan. The additional information includes:
o Revised well location and data map for Attachment
Aprrl 23, 1998 letter report which was missing
(WWE's) copy of the report.
A
in
of Resource Engineering's
Wright Water Engineers'
Report titled "Los Amigos Ranch PUD Filings 6 Through l0Individual Wastewater
Treatment Systems Supplemental Documentation" dated May 13, 1998 prepared by
Resource Engineering. Attachments include Design Standards and Management Plan
for Individual sewage Treatment Systems and Orenco Systems manufacturer data on
trickling filters for ISDS.
May 13, 1998 letter to Sherry Caloia from Mclaughlin Water Engineers (MWE)
regarding Los Amigos Ranch and Septic Effluent Studies in Summit County.
May 13, 1998 letter to Sherry Caloia from MWE regarding well information
discrepancies in ISDS analyses.
Our review comments and in our April 13, 1998 and Aprrl27, 1998 letters remain
BOULDER (303) 473'9s00
unchanged. Our comments on the above material is presented below.
DENVER (303) 480-r 700 DURANGO 19701 259-7411
The systems shall conform to the adopted specifications in every case, notwherever practically feasible. However, this does not preclude morestringent standards if applicable or appropriate.
JoHN A. THULSoN
E-EilE6-ililEiuu, un.
ScoTT BALcoMts
LAWRENCE R..GREEN
TtMorHY A. THUr-soN
LoRr J. M. SATTERFTELD
DrLa.NEY & ftAr,coMBr P.C.
ATTORNEYS AT LA.w
P. O. DRA\^/ER 79O
8 1 8 Cor,oRADo A1rErYrrE
GT,TTNWOoD SPRINGS, CoI-oRADo 81 602
970.945.6546
970.945.8902
OF CouNSEL:
RoBEFrr DELANEY
KENNETH BALCoMB
EDWARD B. oLszEwsKr
DAvrD SANDoVAL
OENDY M. HEISeL
Teleohone:
Faciimile:
May 13, 1998
VIA HAND DELIVERY
Mark Bean
Garfield County Department of Building and Planning
109 8'h Street
Glenwood Springs, CO 81601
. Re:
Dear Mark:
Application for Preliminary Plan Approval Los Amigos Ranch Planned Unit
Development, Filing 6-10/County Commissioners hearing of May 19' 1998.
Pursuant to the timeline established by the County Commissioner I have included herewith
for review by the County Commissioners and County staff, five copies of the following entitled
documents to be introduced by Los Amigos in support of their application at the County
Commissioners hearing of May 19, 1998, to wit:
I Correspondence ofMay 13, 1998 from John Currier, Resource Engineering, [nc. to Greg
Boecker addressing the appropriateness of individual wastewater treatment system (ISDS)
use within the Los Amigos Ranch PUD under the proposed land use plan.
Proposed Management Plan governing the installation and maintenance of the above-
described ISDS systems within the Los Amigos Ranch PUD. Said Management Plan will
be incorporated within the Declaration of Protective Covenants pursuant to supplement
declaration.
Article titled the Orenco System Septic Tank Filter in Colorado by Roger J. Schaffer P.E.
At the May 19, 1998 meeting, Ed Church of E.O. Church, [nc., will present testimony
regarding the use of septic tank trickling filters, the installation of which Los Amigos will
incorporate within their application. The article by Mr. Schaffer addresses the installation
and operation of these systems generally and is submitted to the Commissioners and
County staffas background information to Mr. Church's presentation.
2
J.
DEr,alYEY & BAr,coMB, P.C.
ATTORIYEYS AT IJAW
By copy of this letter I have provided copies of the above-entitled documents to Sherry
Caloia on this date.
Very truly yours,
TAT:kjk
Enclosure
DELANEY & BALCOMB,
Wright Water Engineers, lnc.
8l B Colorado Ave.
P.O. Box 219
Glenwood Springs, Colorado 81602
(970)945-7755 IEL
19701 945-9210 FM
{3031 893-r608 DENVER DTRECT UNE April 13, 1998
Mark Bean
Garfield County Planning Office
Regulatory Office & Personnel
109 Eighth Street, Suite 303
Glenwood Springs, Colorado 81601-3303
RE: Ios Amigos Preliminary Plan - ISDS Impact
Dear Mark:
This letter presents additional corlments on the April 6, 1998 report by Resource Engineering
regarding proposed ISDS systems for Los Amigos.
Analvsis
We believe the Resource report overstates the conclusion with assuming phrases such as "no
risk," "low levels," "increase slightly," and "well below standards." There is an impact on the
increase of nitrate levels and it could be between two and seven times the existing levels.
However, the total cumulative, and diluted, concentration of constituents in the regional
groundwater aquifer is estimated to be less than State and EPA drinking water standards.
Desigrr Standards and Management Plan
We recommend the Design Standards and l,{anagement Plan presented in Attachment B of the
Resource Engineering April 6, 1998 report be included in any approvals for this project. In
addition, we recommend the Plan be modified to include the following:
o All ISDS systems shall be designed by a Colorado Registered Professional Engineer
and shall meet applicable County' Regulations and the "state of the practice" at the
time of construction. In addition. the design shall also include the following criteria
[as given in the Plan and with WWE's recommendations below].
o All tanks shall have ptppgtly sized effluent filters.
o The 2l3trl;i,re use, 1/3 rested bed concept is good and will increase the effectiveness
of the system. However, we are concerned about proper operation and exactly how
this will be implemented. This requires more detail on operation and, in our opinion,
requires that the absorption field be oversized by 1/3 to meet hydraulic loading
requirements.
D5TJVER 1303) 48Gr 700 DURANCO (970) 259-741t BOULDER 13031 473-9500
Mark Bean
Garfield County Planning Office
April 13, 1998
Page 2
Design criteria should include considerations for minimizing impacts and protecting
groundwater for other constituents of concern.
"Qualified personnel" to perforrn inspections should be defined in more detail. This
person should have professional rvorking knowledge of ISDS systems and be certified
by the State for ISDS systems r, iren such certification becomes available.
A brief annual surnmary report of inspections, repairs, and replacement should be
compiled and submitted to the County.
Please call if you have any questiors or ns:rC additional information.
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
MJE/dIf
92t-047.040
By:
Apr-2\-9A O1:2oP Stella Archuleta
'
97cJ-945-7745 P -O2t.y
April 17, 1998
Re: Los Amigos Ranch Filing GlO (LAR)
Waste Treatment Options
Facts:
l) LAR is situated on soils of predominantly har4 highly fractured rock forrnations (basalt) and
highly fractr:red sandstone (maroon).
2) LAR will have approxirnately 165 srngle family lots of 3.07 acres/lot ovcr an area of 503 acres.
There will also be 4 rural lots of 223.5 acres (cumulative?).
3) Hepwonh-Pawlak Geoteck Soil testing of 2l exploration pits spaced throughout the prcoerty
resulted in the following:
a) No holes were dug in excess of l0 feet
b.) 13 holes had refirsal (hit rock or large boulder) at less than seven feet - of these, 8 had
refusal at less than 5 feet.
c.) Topsoil layers are tpically 3 feet or less.
4) CTL Thompson identified 2 geologic faults and a slide area on the property.
Others Opinions:
a) Lincoln Devorc 1982: "shallow bedrock is highly fractured and permeable, which will
affect the [rotential for individual seDtic svstems and mav nccmsitate the use of a
central sePtic svstem.'
b.) Hepworth Pawlak 1997: "Dense hard basalt is expected at relarively shallow dcpths
and rlifFcult excavatbn conditions should bc expccted". "...exploratory pis excavated in
the general proposed developrnent area consist of 1-3 feet of topsoil overlying nil-7 feet of
clay and silt". "...it has been our experience in the area that local percbed groundwater
rnay develop duing times of heavy precipitation or seasonal nuroff, An under drain system
should be piovrdedto protect bclow grade constnrction...from wetting and hydrosatic. ,'*
pressure buildup".
shgllow basalt rock arees'.
c.) Resource Engineering 1998: "...there is no risk of sroundwater contsmination as a
result of properl.v desicned. installed and mrintained individusl sewase treatment
systems in Los Amieos Ranch'. 'The opinion presented here is based on availiable
hydrogeologic information. ...Further invesigation of the hydrogeologic conditions is
beyond the scope of this document and in ou opinion is not warranted for this
investigation". "Individual Westeweter System Criteria -l)Use of septic tank efluent
fi.lters. 2) Use of leach field dosing systems. 3) Annual individual wastewatcr system
inspections..."
d.) Mclaughlin Wuer Engineers, Ltd.: 'Documented cascs of widespread ground-water
contarnination from septic $ystems have been in areas where lot sizes ftmge from less than
one quarter of an acre to ttrec acres". "Shallow ground-water flow above the Roaring
Fork river valley is largely controlled by significant tacture permeability as opposed to
inter-granular perrneability..." "tlpen voids and caverns can be scen in many outcrops..."
"As a result, high-nitrate water from thc septic leach fields mav concentrate near the water
for the development. Mounding or other ensineered systems may be rcquired in '
lo-- 2L -sa Stel la Archuleta 970-945-7745 P-03
table". "Use-of individuel
rcsidential develoom.ent is not rccommended as proposed and should not be
aooruved by Gerlield Countv oflicials".
e.) Wright Water Engineers, Inc. 1998: "Therc is 8n imDact o
levels and it could be between two to seven times the eristing levels. However, the
total cumulative, and dilute4 concentration of constituents in the regional g'onndwatcr
aquifer is cstimated to be less than State and EPA drinking water standards." "...r /e
recornrrend the Plan be modified to include the following: 1) All ISDS systems shall be
desigped by a Colorado P.E. ...meet..."state-of-the-practice".2) AII tanl6 shall have
properly qi-.d efluent filters. 3) The 2/3 vx,,l/3 rested bed concept is good...however,
we are concerned about prop€r implenrentation.. 4) Desrgrr criteria should include
consideration for minimizing impacts and protecting groundwater... 5) Qrralified personnel
to perfomr inspections should be defined in more detail 5) A b,rief annual summary report
of inspections, repairs, and replacement should be compiled and submined to the counry.
County Engineer's Opinion:
In rural areas with deep granular soil types, individual nonevaporative septic systems are the most
efficient form of wase treatnrcnt. The existing parameters in this situation are a non-rural
eavironrnent (3acreMot) with fractured rock and sandstone structure, verylittle topsoiJ, and
adjacent to a flowing wat€rway. There is also an active waste treatment faciliry in close proximity
to this location (altbough this plant would nnst likely need upgrading with any added flows). The
percolation tests assume general homogeneor.rs soil types and I don't feel that in areas of fracnres
end rock formations that these should be decisive in the decision making process.
The 1995 Long Report (attached-Resource Engineering) sates nitrogen removal is primarily
accomplistred at the soil gravel interface. With minimum soil and arcas of questionable gravel tlre
existrng location would be unable to rernove significant nirogen naturally. In the absence of
'han-made" solutions, groundwater pollution is unavoidable if conventional individual s€,ptic
systerns are used.
There is existing technology which would frcilitate individual waste treatment:
l) mounding: adds more topsoil to provide additional biological interactive surface area
downside - need to bring in soil
2) evapotranspiration: gives each resident their own sewage lagoon
downside - odor, unsightty, needs rnaintenance for biological processes
3) biological filters: renrove nitrogen at the waste source
downside - rnaintenarrce to assure proper biological processes, prevent clogging
4) laryer tanks: hold effluent for longer detention tirnes (optimum puri$ing efficiency is
obtained after about 6 weeks).
downside - room and depth for tank, excavation
5) Plug Flows: release efluent to leach field at preset periods to assure even distribution in
soils.
downside - control system 1s de rhis properly, maintenance
Apr-ZL-98 O1:21P Stella Archuleta 97(J-945-77a5 P -O4
Ttre concept of additional nitrogen rernoving filters, yearty inspection and rnaintenance, site
specific enginccring, aad annual reports and documents to the county places a considerable
burden (each ard every year) on both the horneowner and the county. In additioru e^ch specific
fuilding site could feasibly have a completely di:fferent septic system of varying degrees of
cornponents and technology - which could, at a later date, confourd efforts to standardize
environmental discharge s.
Recommendation:
Although it would be possible to have individrnl waste treatnrent systems on each lot, this option
"assumes" that the lot owner would be technically knowledgeable and skilled at rnaintaining the
biological process of their system year round, year a.fter year. It also assrunes that a propertv
owuer would not mind living next to their neighbor's sewage lagoon or irccept a large rnound of
soil not native to the area- Larger tanks would create larger despoiled wregetated excavations.
In addition, the county would be frc€d with 164 new yearly reports on each system's output, in
addition to monitoring aad certifying technicians capable of instaUing and repairing an unknown
variety of systems.
I would recornmend installation of a low pressue sewer ejection system whereby each property
owner would prucbase a septic purnping unit ($2,000-$4,000) which would hold and pump
efluent up or down hill to a central flexible sewage line. This central sewage line (insalled by the
developer) is made of flexible low cost plastic bel and spigot prprng or pofwinyl continuous
piping arlC would follow &e grourd contour with a minimum of excavation As this system is
pressurized, the need for lift stations is eliminated and all residcnts would tie in to the existing
gavity qystem or could empty at another system treatment frcility. This system has successfully
been used to assure pristine environmental compliance throughout the Lake Tahoe area
Garfield County Engineer
Apr-2'L-98 O1:21P Stel la Archu'leta 970-945-77As P. 05
1...,
GOULDS Model 3887
lnstallation, hntion dd tlaintsnanGe hrstructions
I lmFOETA.rT
1. lnspect unit for damage.
2. Electrical supply must be a
separate branch circuit equip-
pect with proper fuses or circuit
breakers, wire size, etc., conform-
ing to National ElectricalCode
plus local codes. Power supply
voltage, phase and controls
must match pump narneplate
requirements.
3. Ahrays disconnect electrical
power supply when handling
pump or switches.
4. Do not use pump in swimming
pools or hazardous liquids.
5. Liquid temperature not to exceed
160"F. (71oC)
6. Do not remove ground prong or
use extension cords.
7. Use basins as otfered in Goulds
Catalog.
II Rrmp & Piping
1. Thread discharge pipe into
discharge connection. lf a
check valve is used try to avoid
installing it vertically. Position
horizontally or at a 45o angle
with valve pivot on top. This
guards against solids lodgrng
on valve preventing it from
opening. Drill a %s" hole in dis-
charge pipe 2" above pump
discharge connection to prevent
air locking the pump. A gate
valve should be installed in the
systern, after the check valve,
to permit removal of pump or
check valve for servicing. A
union should be installed be
tween check valve and pump.
2. Thrcephoe pumps must be
checked for proper rotation after
wiring is complete. Rotation
must be counterc,lockwise look-
ing into pump suction.
catrllon: Do not attempt to feea
for rolation with fingers. Rotat-
ing impeller will cause severe
,nlury.
3. Singl+phare pumps have built-
in thermal overload protection
with automatic reset. Thrse-
phase units must be protected
by a starter wilh proper overload
protectioh. See Table.
Itr Basin
Basin should have a sturdy bot-
tom to give legs of pump adequate
support. Leg height elevates pump
above bottom of basin to allow
wastes to reach suction opening.
When using basins without hubs,
attach 4" cast iron inlet hub to
drain line as requrred. ln case of
duplex basins, seal second hub if
not used.
trt Basin Cover
Remove protective strip from gas-
ket and press onto recessed pbrtion
of basin rim. With a pointed tool,poke holes_through gasket into taF
ped holes. Oo not damage threads.
Route electrical cords through
threadect into ftange provided with
Dasln cover.
If Hanual Operation
This is accomptished by manually
switching power on or ofl to the '
pump. On pumps equipped with a
molded plug, insert into a suitable
outlet controlled by a switch. Where
a separate cont{oller is used the"Hand-off-Auto'lswitch is turned
to "Hand" operation.
U Autornatic Operation
1; Dlaphragm Control Switctr. (ALS2-1), (ALS2-2) and (ALS2-4)
A pressure activated switch provid-
ing automatic operation with 6"
differential in liquid level. Turns on
when liquid is 'l0" above bottom of
switch and turns oll al 4" above
bottom of swrtch.
Crillon: This control switch has
a vent which must be left unob-
structed and protected from
moisture, dirt, or foreign material.
Mount electrical cord so vent tube
poants downward. 'h HP, Vz HP,
115V or 230V, 1 O pumps may be
controlled d:rectly by the switch.
%-1 HP, 11/z HP, 1 @ units require
a contactor. 3 @ unrts require a
slarter.
2 Merorry Swilchs
Mercury switches are single float
switches that as the liquid level
rises or fails, the float changes
angle until the mercury switch
rnakes or breaks the circuit.
Fit basin cover over discharge pipe.
Power cords are s€ated witl.isfjtii
rubber stopp€r. Rubber rrng isplaced over discharge pipe and
compressed bctween pipe ancl
cover by the llange (chamfered side
down) to form a seal. Vent pipe is
Funret Ovcrlordl Sircr
Slerlr Slrc 00, 14BF32ACB1
fao.a{ I{o.HP Volt
Xartarr
E x
wso5328
ws05348
230 839 K3.|
d60 E20 K21
WSO732B
wso7348
230 E4l K32
460 E31 KN
wsrq328
WS1O34B
I zfi E4?K3/t
.160 833 K?4
ws 10328H
wsl$4aH I zfi €5t x43
460 E4l K32
no.ltrlcfr
Io(I
A+.lr!a.Olttm
ta.a
HP
nDel ELadcd
Rrhc
rlll9
CqrilF't,GT
ALS2-3 NO tl-5 Srngre ot
fhrcc Phraa
Bara
Lo.ra
ALs2-5 I
^at*, !
ALs2-7 i Y6
r r5v si^gta
Phag
230v Singtt
F\e$;"- -lhnPha
fhtl.
Prcnec,
Flug
8.li
Latlr
AL52.9 r15V SiaebPnE
Tlnrhona-
Ptug
-
(.ltaatt
-
Apr- 2L -98 OL :22P Ste I I a Archu'l eta 97cJ- 945 - 77A5
, 11 MANUAL TESTING rro simutate atternator,i \ operaaonsequence).
$ t-r For case ol installation and salcty nrrls<tnr, wa
nrcommoad npnual tartlng of lloet switch
opeation prlorto attachlng llosts to dl*lnrgo
pipo in th. pump chamber.
c
L
Figure 1 - Three Float lnstallation
Figure 2 - Four Float lnstallatlon
Y- .- -''o tr
tri
iffV't'
1 ri 1. Make sure all flet *ritches are in ofl psitbn SEE
: i I FIGURE l, psitbn of lag/atarm tlat.n i, i 2. Tum on pwer sourca. The contrcl panel antol
+ , .. switch sltoukl be on and both HOA switcha shotld
4 ( J" be in automatb psnion.
1 O*, 3. Tip common stap fl@t to on position. SEE FIIGURE- _ t 3, TUUSTRATION A.
-< C ' 4. While common stop flet remains tippd, tip lerrd
: : i float to on pcition. At this pint, one pump aN ona
i J i pump run light will tum on.{ * k S. Retum lerrd ftoatto off position. Retum @mmon
t IS, stop ltetto oft position. Activatad pump aN pump
.: i - run indiator light willnow be otf.
{ I 6. Repeatsteps No. 3 and 4. The second pump ud
..d T pump run inditztor ltght willtum on. Repat sevea!
i { ilmes to €l*cure altemation of pumps. For a foue
{ H float iostallatlon go to stcp 9.
A ,H, Z. Tip the @mmon stop float, the led ftoat aN taglfr alarm flcrrto theon position. Both pumps, aN the
r;;trifiCIA'IP
OETAIL(SrFgvt s)
FIo,,t il,.,tr,l},/tk,n gr/un E lt z hilh l.,l,cl abn .1,5,btn- To nsnll aWlfr&flt,syc0'/rr, ^rur:r nri,,E,a{[lfurq*of t, lkI,Ltlay, b1 t b ik/',trdpt &vt @rmon s@ nc{[ E ptfr b flro!ffiA unet lN, lollffi Dy 0t t.gt t ql o},, wrn (ry,r,tuu bdfitit l s'tp utc tD 9fip lv a l1&h q loy total syAfiL
alarm syslam will be agerating.8. Both pumps, pump run lights, ard abrm system will
rematn running until allflats ara retumd to otf
position. The complae srrstem will be off atthis
pint.
Four float installatlon only
thile altemate pump is running (ammon slop and
lead fioats remain tippd), tip lag fbat to on psi(nn.
Both pumps will now be operating and will renrrrin on.
Now tip aldrrn lloat to on psition. Both pump aN
alarm systems will be openting.
10. Tip abrm flut to otl position. Alarm system witt sh&
ofl.
ll.Both pumps will remain running until all remainhg
lloats are tippd to off psition. Complate syaem will
be off.
,ALTEBNaTE FouR FLzAT ARRANGEMENT
To indicate alatm conditlon befora taE pump tum on,
fiount tJe alaan lloai he*r. t;t tht tt-.-L and tag flcg,ts,-
Float rurii:;; rimains !l,r' .lir,?, dF - ,rn on wiing
dbgtam.
gn
''t-ht.Il
rlptnfurc'\ lwsrettaTpN tNsrRUCTtoNs - page 2
( Control switches with pipe clamps
taotuatILili
*N
,oPa.qt
,IEEEAA
caa(I{
st?,Pa-o4t
P. o9 _-
TECHNOLOGY
INTAI
j
Ol:22P Ste] la Archu'l eta
PUHP UNIT NO.I
TEE
PUMP UNIT NO.2
MANHOLE CENTERED ON PUMPS,
lNcL lt{
G E I.IEPA L
DISI'R ICT
'*- G. pELL IN DIVIDUAL PUMP\Co,*. MANN--..-.-- -_
970- 945 - 7745
UMP 8AS IN
P -O7
DISCHARGE pIpIli.
. tt")
\.
NOTE: Pressure IlnesshalL be slzed co provtdea minirnum velocicy of zfeec. per secpnd. -
i
!
/
E VILLACE
ll/Pl?Cti/Elr4El.JT
IGID METAL PIPE/ITH FLOAT SWITCHES
OIS CHASGE
EITH ER
OTH
UMPS OFF
STATION DETAIL
i.riPl?VEO CY
ATE
VAIYE
..v--vunLrat x6rEF galul<S l rJ r JloJ.{uu:,7E6 PAGE ?/14
Strucbrrel Feahres
Tbe ryiorral area eocoryassing the ls Aoigos RarcLpropeqy is o a sballoc/ srnEaual beachth^r lies
beweea seveml foH+ Afts, ard uplifu. Tbe srucarnl bcocb has underg@s signific-rrt deforuati<r dgring
te Neqgeoe (Mioc€Dc and Plioccnc paioas oftUe T€niary)- t uu$al strucuual ftdrrcs ofeis dc,foraafuu
t'+ affect the mmence ad msv@€d of$ouud rrloer iechdc
t.
2_'
,.
4.
5.
6.
7.
Iinear and arc&uc syuclioai sage, roe with fr,rhed limbs;
iEtrrlsive cao1,css b€s,cgo se&{t#-y ftuaticns;
sctsoforthogmi fiuls;
ciredar,dliPtical,rccErgular,aodiregularrydspedborrl{ikestnrctrratto4hsofirarying
sireq
a large, a$rt4e, haE gzboa rrhose flon was ocarpied by a lake rrr*il da2!s6d !y
hornesre-rlers (ie; Spring Vaileyx
valkyaicliues; and
complaly trornE4 highly brokco aad brcociaed blocks of randonly qieaed bedrock
(pteisoceae ail/or lale Tcrdary collapce debris).
Ilese disinctive satrrrrat Gaurres arc perrrasive rpherever erqoritis rocks lic as or nearthe hod surEce-
lt{any of tbe surtrral =gs, trorgbs, aad boc/s @iE local}y{erivcd sedimcus ercdd from adjaceor
uplands. lv{aay of&ese sedimeas are ddomdbd less 5pthan frs uodcdyiog bcdrodr I}is defomaim is
believ€dto be reoictcdto tbe Eagle VaIIEy Evaporite ad orcriyiug d€posirs. Bedrock dderfi2.' 6e Eagle
VdleyEvapcitebasDo[be€naftsedbyeesalttecrmisoanddissohtricn- Crrcrphicaily,tbeseumrsral
strucurrs have combined 1s 51's4s 3 lz"'dq-pe ftat has tbc cl-"sic cbractccisbs ofl<arsc topograph,-. Opeo
voids and caveras caa be seeo inuary outcrops ofth p-gteVallqv E\aporile, aad sinlsdes, sooe qtdte IaEe,
have deveJoped in b€drock for-ariec overliug the etaporitic rodss-
aldemaryd€psiDsmaybeatrecedby&isuuu$al typeofdefornaio- Ririerterraces areupwarped away
Acm modeo rivgr ch2nnels. I-a€g brca4 closcd orucarty doscd depressios aad srales (srbeideace troughs)
have devdoped in mauy outc,ash terrac€s- Sir}loies arc hcally aUrndao in srficial dep6its- Drainage
peems aDd 6e ext€st of mzrl of the basbfiUiog surfsial deeosits are influeaced by 6e sint&oles ard
s$sideoce uu€hs, foidd rivcr rcrraccq ftilded ard grrltd b&odq aDd collapse d6ris-
Tler€i@alareaispartofatargertopogaphicdepressimdecoincidesinpartwi&&eareaufierearaporitic
rocks lieaoruear&egrundsrffrce. lbcdQrssinisbdievedtobealargecoll"F"ebbclrf,at65resrhed
ftom dissofution and flmage of aaporitic rocks fr@ bqea& the area. Neogeae igneous rocks are wdl
preserued wieia tte down{roppcd collapse block. Bo& &e tderal exm arvr ansrtr ofvertical collapse is
de.6ned by Stl<Ag:al defOrnafim wilhin theNeog€ae igp€ors roc&s. The qmclinal segc, i6lsive c6nF.ts
bauteea sedimetaryformatims, or6ogoDal frult ses, bowl-like strncnml trorghr areaEhafgrabea, vallery
amiclioes, collapsc dcbrrs, and folded Pleistrce ornq,ash t€fiaccs ocsur wi&is thc collapse block-
FFN-as-ro ro:zI l-l<(,rl:IrTLLAUGHLIN krAJ..ER ENGRS I D , 3A34EIOsl766
WrtcrtrLlc Enztir ff.rt)
6848
PAGE E/14
Neogoedeformaticuoftheryhalareainvolves(t)rgimtdoum*o+he<astiltiryofMiocencbasalrflows
thd rmcoforoably orrerlie uoderdeiy we${ipplng sditrc@ry formadqrs and (2) a scrics of srbparallel
beddingphne s"rE&atclsclyfollowtcbcddiugoftcmodcradyq/esr{ippirysedimemar1rbedsandoGet
wertying Neogsae dePcb. The bcddiugalane frula arc dowrhroqrq ro rhe urcsq brn blocts of hsah
betweea the furlts dipas mrch as 30 degrees eassand, qpcite thtftc undertying pre+aramib scairncarar-v
formatios- This t1,pe of deforaatim can be ecglaincd by dissoluti@ of erraritic rocks ** rmdcrlic &e area
on by floviagc oftre arapornes ouard te Roarhg Fork Vailcy. As rhe araporires were reoorrc4 rhe r€i6al
areatilted eastc,ard
Spslinal sags,tbebourHiternouatuoughsiDbedrodqfiehatfgpb€aofSpringValey, aodrhepreseoce
of collapse debris all "a, be qlained by lclly irrtp'rsc srbsideace wi&in tbe r€ioqal collapsc bloclr
Feaessshasrraltre5r:rrti.line<aadinrsives€'lirnsnr-ry@c6ztrcprobabtyaresrlofdiapiriso- Folded
ounvash Erfirccs arc a Pro&lct o'f ci&er dissohrioa-indrce4 Iocalired srbsideace and/u diapiric proccsses.
Ground-TVater FIow Conditions
Agcacnalwaler-table oapof,&csauraedbasalnaerscripesequcoceia&evichitvofteLosAmigosRaDch
Propctty was devcl@ ad is $fim h FigunE 1- Tbe na uas deveJoped &om static u,atcr{flel
t'r€'srtErnelrB in existing wdh dgvarions ofperemitl strean reacbes in Spriag Vailerv, topogtaphi,c ruaps of
the r€i@ai arca and 6c gcologlc ry Figure 1)- TLB u,elts nc€'t to con<uuct fig ynT, ale lig.d in Table l.
PcdNo.
{0806+
Itr06,
2fr7152
?37151
IJ8OI-F
t5t02+
l5r0&F
ng
30831
t8l4:a
31599
]6767
u58?-9J,
2E95$F
i[rD Nro.
I
3
5
6
7
t
9
IO
11
l4
t5
I5
B
Table I
Lorlc
NEEVTTTS/RE8$,
!.MNE29/T6See8flr
NSf.Iu/D/T7S/BttlCr
l.nrralc/D/T7s/Pttw
Ntrt/SCr4T7S/&fg
NUSilr7{/T7S/R I}W
!{WS1V/zvT7S/"8tfl,
Nw/s!r/4T7s/R8tsr
NCTS{ry4lrrSlR Slv
SE/SW!TTS/Rff3W
NE/SqI2&T5S/X88\Y
NEA{W{/T7S/Rt8g'
sF/swzuT6s/Rt€w
swarF.29lT6s/R&lw
59r5
6608
6596
6@
&4
6tr9
&4
*2,
@7
698t)
@52
6rm
6904
I u: JsJ{ula:J./EiEi PAGE 9/14
Thc uaccr+ablc rnap indicacs tbrc is a grur&raer*.6 b..'pth rbc rpland alea locaed betweea Splrrug
Vallryaad&eRcrrrngFo*River. Iactrervordrfrela"dtobeeapiedbytbeLosAmigosRaachpropertv
is a uard r&rge zone. Crrold water rrcves away from tre Eo|Ed in all diredirrs wi& a laural
hydraulicgndiaeat &eV ranges from approcimarely 0.OI to 0.09 ftcUfcct Tlcmo6t,gEillcgradi.ms are
locared m te wesq nor6, and eag sides oftbe mrn{ Tbe seepest gradicms acu o thcsog& si& ofrhe
rnarnd coircidem wie qeeP grorad slopes- Th€ variable gradierns indicae uaasorissiviries of Ee basal
frrmaioa rary dilEdiouafly anrl ap sUT rctr12tty coo5oiled-
Peremiai'srr&ce flows in Spring Va[sy (i.e.; Spriog Creck) 8r'c rtraitraincd by grmd-uiaeylicchzfge irro
&c Iaostrinc scdimccs frco &e aorteas and,-<r and fiom vres and sorhwes- A grornd.uzrer divide in
Spring Vale,v ocans near the sorb€ast comer of,seqicu 32, T6S,R tsW- Nor& of&e divide grould crder
flolsrcrthrrardintsvalkT'toSpringCredr Sqreoftedivi&grurldqiderfbcrtoqrardrbernrruicipal
wdlfiddnearColonadoliloumaiuCollcgcandtoCaleCrc*. Thewllfisldisalsosuppliedb,ys$thca$Erty
grouod-qaer tnovelocst toor &c upland area wberc&eproposed LosAmigos Ranch dendcpuem js to be
Iocated.
ROTEI\TTIAL IMPACTS ON GROTJI\D WATER
Prcsemed in FiSurc 2 is frc Lc Amigos Ratrc.h Oevetopoeu P.U.D. ahog wrh rbe gpoeral c,aer€ble mzp
sbwn iE FiSpre 1- The Ins Amigos Ranch devdopmea qvill chartge rbe lel ground-vater cooditioss. Thc
rumicipalwellslooednearteco[egewiUbensedosrpptywaerotcdadopneml6lArrnesicprrrposes-
r andscaPeirrigatioartivityando'citenscofiodividulDoretaporaivesepticryseoswiltinseasetelocal
grormd vaer rccharge. As a rcflh, bvds will rise- Spriags Eay €E€rge in 6e orherrrise
Aha"eral dniuages that flon' sorrtrestedythroryh th€ aeugoemet- The apex ofte grouod-varcr morod
wtll-likely shift to tb uordeast in tte diruiou of greaeruansoaissivitbs- As fte nrnniiFal udls p"'nfr
gr€fifr 4orms of glo@d wzler !o srpply frc d,Tnesti. 'prs of&e Ocrctoprneuf grcacr drawdcrum u tbe
wdl fieid will ocerr the ilcreasEd &acdom at fu wcll fidd and nomcasrerty shifi of frc grmd-rraer
mood will combinc to iuscase 6e or/erall cufrutioa of grurod-*rer flcrs, frorn I.os Aoigc RaEcL
darelqmat ,rea5 5s m""icTul wdl fidd-
The am@ of grumd-waer recharge fut wiil mrr tom seasod hAsqe irigarim wrlll be a frsctim of
v€fiati@ t]?€sl irtq4cd aeas, and qa&rng prarrices. Tbe sceady-scae recbargc coribrnio fim th€
prctposed .r'+te Effit/aporeive scgic systeos wi[ bc approrioaely 30 acrafea peryear- This vohrme was
coqru@de.s'mi'gauarrcmgedaitydo'nesticwasrestreamorf45 gailmspcrpcrsoo(BA 19EO),3.5 persos
per siryle-finily resideuce as per te decreed -rrgnent-tiou fla for ' I &rrclopmcu, and I 6t upirs as pef te
I"os Amigc Rach P.U-D. At each singl+Amily r€sidcacE this re&rge wiII occur oy€r a lrry small arca
or alog a shon hrried Eerch &rcugh sballow Derral or imported $rfrce soils- Affer the cfluear passcs
thr-rgh 6e sballow strr&ce soils' it wrll pcrcolare rapidly ido tbe imercmected fractrres and joims offre
a a! wa I EA garg^ _
6TG- 1U-JQ AA: <T, t.EU',I: TTLLAUGHLIN WATEH ENGRS I D, 3O348€tS766 PAGE IO./ 14
basalt 6rEatia- Movemeat throrgh ec basalt wiII bc n4*r as ccqared rvifr erm coarse alluvial scdims
srch as gravel.
Nitrat€conceaEdionsiEr€orrflorirstulanasqeirrigatiowillbeafimctioofvqearr:ot,"€s,irrig,ed
arcas, @d irdividal ftnilizaim ad irigarioa pracices.
Tbercarcaosrytictankdcsig,requireoeorsspecifcallye*ablisbcdtoedascchEhhels ofuitrogealaoral
in dmccic ulssr8lrratgr. Designs &ar Provide ercellp.'t sou+rhr;a separaoon easrre Ioqrercoceffiations of,
aiaogca associaed wift srryeodea scflids. Orgaldc airogso iE donesic wirstenzt€r readily uoacrgpa
accoqpo<itlos to arurmia in segtic 'ts- According !o trc EPA (19s0), abfit 2 to t0 percec of ec 1gEI
uiuogea &@ the houe uay be reoorrcd iu ttc scptic uak approsimarely 65 to 7s pesc€at of frc rotal
uirogeoinsepticgrl"+tuereisiaeeanmoaia-aitrogcufrrm,i*fic.d.gasiguificarlardofdecompoaitim
of orgauic tritroges- Nitrificado of srytic ta* efrucus ocarnr rEadily within ",,,.t filters. DuriBg
rcad-v dl6e tilnoil1b covened tg1itrale.
The total dtr€ea cooccotratim of 6e scptic'ra8k efHl,E r rill lftety aYerage * n, qil (EpA lgto).
Becar,se of sballow soils ad the furdnuiic properties ofmc basafr furruio, oly ryligible aneouaiou of
orgadc aod amuouia species ofriupgEn nay be pcsible. As the cfilcd from rhe indivieul septic leach
6elds flows through &ejoi"t" and fiacares oftbc basalt fmnratioo, ooly,";.;,,-r br€sal disfp€Gioa will ocqg.
In<+-rl, florrs will r-Le ote ryFarauce ofnarrow charaels ofhigh-f,iuate gruod nater imer-filgcred wie
laroril ch-*"cls of lopcrqitrae gro@d srder. As $at€d abornc, soac offre efircal from 6e proposed
devdopmeat wiII flow bac& o tbe rnrniciC well Setd The presence of vdcauic-ash inte{beds aDd basa6
frarnres partiaily filled lvirh auremary.e.Itun€"rs ado6Erd6risurayinhr-birthcyertical disper:sicn oftbcefiuo- As a resrh, high-ilitrate crder fi6r tbc septic icach fidds Eray csr.qn:afe ucar the caEr tabla
CONCLU$ONS AI{D RECOMMEI\{DA^TIONS
Tbe prcposed derury and uumber of isdividual mneragoraive sqric systems d 6e Los Amigos
RaEch ProP€4y arc high (164 cn 3.l-acre lcns) aad are uot fivorable to prevcgt grorrd-narer
co@EioadoL
lprnanyareasofthepropceddcr/doee@,srr&cesoilsarethfuqnooexistcul Only&acaz.cdaodjoitrd basalt is ePosed a tbe grmd g6ce- Snch condirims arc Dr ftvorable ro orrcrall s€tric
sjx$em oPeration-
Surecc soils are .nrle'i2;n by higLly peraeable basaft dryosits urhii provide lick, ifauy, diry6asioq
ofthe sepac effueor Sepic e#lueu conceafizrioas ofnitrarc as uitrogctr are ogeoed to average
about a5 mgA-
l.
)
3.
hrN-rs-JQ te:-e r N\Jrl :IlgLArJUnr-rAa wA-r.bx ENGRS Iltr3u3{El0s766 PAGE tt/t4
4- Tbeproposeduseofindivi&niEDs{iaporarivrsqticryweosarrbelosAmfos Ranchpropertywill
signifir,rry increase the rritr=te conrgtar of the grorod'urarer nrpply. h locaEzcd areaE tbe uiEae
c@c€Gdi@ as uitrogps of Sallorr g!ilnd vratrr My signific-ntly q1ced I0 mgA the primary
dri*iryurarcr scadad-
::
.-;' 5- Use ofindivied aocraporative scptic qmcus aa &c Irs Atrrigps Ranch resltarial dcrclopment is
' lotrccctrmesdcdasProPcedadsbouldncrbeapproraedbyCarfiddCogmvofficiaJs.
CIOLOGIC TEGENDsjrru@NIr
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LIST OF REEERENCES
Fefier, c.w., I99d Aeplied Hvdroaeoro€v. prcnric+tlall , w. 4T2474,3d edftion
Freeze, R A and Ch€rry, J. A, Grormdvrtr 1929, kEdice-Iia4 $4p_
HenL J. D.,1992"USGS Water-
Snpply Papa ?254, pp. 35-36.
Sawyer, C. N. aDd Mcca$y, P.L- L967, Chesrisw for Sasitarv -Euiaeers- McGraw-HG[ pp.4204ZL-
Ilepworth-Pawlak Gmtechicat Inc-, 1997, 'kelinrinary Geotechicai SurOy, prcp*ed R€sideaial
DE
^Cap,meut,
Los Amigos Ra,ch p.U.D--, prcpsred for Grq Boccker.
US EPA; 1980' Desieo ldaoual GSite Wastamrer Trearrrcar and Disposai Svsterps EpA 625i1€0-0I2,
39Ip.
State tr #"er's Of6ce Well ad Decree Records
KiIthaE, R NL andWidoaD4 B-L.,LggT,rceobgicMapoftreca6oDdaieauaoraosle, CrarfieldCcnruy,
C-olorado-, Coloazdo Geolagical Survey Opea file R€port 97-3.
Xi*nam' R M. et al., 1996, "C-reologic il{ap of 6e Carle Creek Aadranglq Craddd Corty, Colorado.,
C€forado H€ical S,ry.y Opea.File R€?ort 96-I-
Kirl&am, R Nf- €t d- 1995, 'Geotrqgic Map of the Gleawood Spnngs quadraugle, Gar6eld Corory,
Colorado-, Colorado Gologicai Suwey Opeo FiIe R€port 95-3,
Ki*lao' R N{- et al, 1995, *Geologic }4ap 'dfu Shshone aEdrdngle, GarEeld Courry, Colorado.,
Colorado Creological Sr:rray Op€a Fii,e Reeort 95-4-
Wrightu/atEr trngineer+ 1979, a-osAnrigos/CMc - Propced r and Treafneu Site-, Meooradm Rcpon
to Joh llopkiEs.
F. M- Fox & Assciars, 1974, Roarim Fork and Cr,/stal Vailess. A! Em/irodgregtal and Enr
Surdv- Emiirqmemal Geolory No. S, Prqared for &e Colorado Geological Sqrvey, 30 p.
The Orenco Systemso Septic Tank Tricking Filter in Colorado
Roger J. Shafer, P.E.'
Abstract
In the past 20 years the onsite wastewater system. industry has seen the introduction of numerous
innovative technologies to treat wastewater. Although generally very good.at organic removal
and nitrification, thele innovative technologies generally do linle to remove nitrogen. In response
to the need for nitrogen removar ,yr,.*, i", puir of ctlorado, several orenco Systemso Septic
Tank Trickling Filter"s have been installed, and are currently being evaluated
Introduction
In a semi_arid state such as colorado, it can be argued that all water is sensitive to nitrogen
contamination. However, in some parts of the ,tut., ii is a fact that some watersheds are not only'
sensitive, but have been contaminated by excessive amounts of nitrogen as nitrate These areas
include Indian Hills and cody Park in Jefferson county; Harris Park in Park countl" and
Highland Lakes in Teller county. These are only a few of the areas where nitrate levels in
groundwater have been measuredto be above a normal background level of less than 1 mg/l In
some instances, nitrate levels have exceeded the drinking water limit of l0 mg/l. rendering the
groundwater source non-potable. In addition to effecting groundr"!'ater supplies' surface waters
such as reservoirs, can be affected by nitrogen Nitrogen. in addition to phosphorous- contributes
to reservoir eutrophication, which degrades water qualitv
In the mountainous areas of Colorado's Front Range, where ground'*'ater is often sensitive to
nitrogen, three common factors often exist; l; densely populated watersheds' 3) fractured
bedrock. and 3) low water quantities- One of the primary iort""t of nitrogen in these areas is
from onsite wastewater Systems (OWS) Effluent'from ori,S will generalrv enter the cracks and
fissures in the fractured bedrock with total nitrogen concentrations between 20 mg/l to 70 mg/l
Depending on the performance of th-e dratn field- rutrogen mai' be in a combination of forms
such as ammonia 61i[l or nitrate 6Nor) However, pnor_to entering the groundwater. nitrogen is
generally conrerted to the nitrate rorm. rne newer ows with septic tanli effluent dosing
systems, suitabre drain field frtter media, and a four-foot separation distance to the fractured
bedrock, will reduce total nitrogen lereis in septic tank efiluent to around 30 mg/l before
entering the bedrock. The older, nonconforming systems such as cesspools installed prior to the
1970's will generally have a negligible nitrogen reduction of septic tank effluent'
once the ows efiluent enters the fractured bedrock, the effiuent can travel considerable
distances without much reduction in nitrogen. with low quantities of groundwater in the
fracnrred bedroch there is little dilution pJtential, and a little nitrate goes a long way. To
compensate, increasing the required separaiion distance between drinking water wells and OWS
in fractured bedrock has been r."or*"nded.lTo maintain increased separation distances' 200
feet for instance, larger lot sizes are required Therefore' there is a correlation befween
' Roger J. Strafer, P.E., Branch lvlanagcr, E. O. Church' lnc'; PresidcaL SCG ErUcrpnscs' Inc" Evergrceq Colorado
' Karl L. For( Julia H. Schotl andThomas l. fecfe. Ptr-D"'Mounrain Resi&nual Dcvelopmcnt Mimmum WeU
hotecuve Drstanccs, wcll watcr euatiry," Journal of ErnT ronmcntal Hcalth. No'cmbcr/Dcccmber (1980)' ll0-133
I
' Page 2
Orenco SystcmsD S€puc Tank Trickling Filtcr rn Colorado
mairtaining a 200-foot separarion distance and the lot sizes for a given area- Lot sizes are related
to develophent densities, which also corresponds to the potential concentrations of nitrate
entering the groundwater. Typically, a?-aqe minimum is needed for an area to maintain a 200-
foot sJparation distance between wells and drain tields. Unfortunately, there iue numerous
existing developed areas, and existing platted areas, with lot sizes less than 2 acres.
The Fate of Nitrogen
proteins and urea contribute over 97o/o of the 20 to 70 mg/l of the total nitrogen (TN) typically
found in do*"stic *aste*'ater.2 'In the septic tank, with the absence of oxygen (Oz),
microorganisms obtain ener-qv from fermentation and anaerobic oxidation of organic matter'
During this fermentation and anaerobic oxidation process, the organic nitrogen is bio-chemically
converted to ammonia 0\H.) in accordance with the following equation:
Urea [CO[NHr)z] + HzO -+ 2N]14'+ CO:l
With l0% to i00,6 of the TN-in wastewater stored in the sludge in the septic tank,4 the remaining
nitrogen exits the septic tank in the form of NlLr.
ln a well-aerated drain field. in the presence of O:, ammonia is converted to nitrate O{Ol) in
accordance with the following equation.
\-FLr- * lO: -+ NOl'* 2H- - H:O
The more oxygen available. the more complete
dosing, field resting, anci shallorv tield depths. all
soil, increasing nitrifi cation.
the conversion wiil be. Well drained soils,
increase the orygen content of the receiving
As the effluent continues to travel toward groundwater, denitrification can occur' Bacteria
capable of denitrification are commonly found in ,nuny subsurface environments.' These bacteria
reiuire anoxic (low oxygen) conditions to reduce NOl. However, denitrification requires nearly
equal parts of organic .oiUon (C) and nitrate 6t iOr) as expressed in the following denitrification
equation:
4NOr'+ 5CHzO + 4FI- + 2Nz ' 5COz +7HzO
"[n lgoundwater settings, a lack of labile organic C is the most common limitation to
a""ifin"",ion.,6 Hence, effluent can travel long distances with little or no conversion of nitrate.
Typical denitrification processes in lvtunicipal iastewater treatment plants will add methanol as
a source oforganic carbon.
2 GcorgeTchobanoglous, F. L. Burtoq and Mcrcalf urd Eddy, Inc. "Wastewater Enqinc€rins: -l-rqilmsnL usDosat'
and Reuse.' (New York: Mcgnw-Hill Book Co., Inc.. l99l).
ffi w,lh.rrn st"rry L. Schiff. ana lonn e, iu.rry, ;'Biog"o.hemical Evolution of Domestrc waste water tn
vv-- t .
Sgpt.icsystems: l. Concepiof frfoa"f," Gmund Water. November-December (199'1): 130-133.
' WiIhelE, Schitr, and Cherry, 130-133.
t wilhelm, Schi.ff, and Cherry, 130-133.
o wilhetm, Sctutr, andChcrry, 130-133.
pcde 3
Orcnco Systems! Scptic Tank Trickling Filtcr in Colorado
The Orenco Systemso Septic Tank Trickling Filter
Ln an effort to maintain the quality of surface waters, several wastewater treatment processes
have been developed to decrease the Biochemical Oxygen Demand prior to discharging to
waterways With less oxygen demand, the dissolved oxygen levels of surface waters remain at
healthy levels tbr stream life. These processes, which include extended aeration, trickling filters,
batch reactors, rotating biological contactors, and sand filters, also convert NH4 to NOr, When
improved treatment was needed for OWS, these treatment processes, particularly extended
aeration and sand filters, were applied to small residential flows. However, little nitrogen
reduction is obtained, and groundwater can still be adversely impacted by OWS.
In 1993. Orenco Systemst [nc. in Sutherlin, Oregon, constructed a treatment system that
combined rwo treatment system technologies (the septic tank and the trickling filte5) together in a
scaled-down system that could reduce nitrog.n levels in residential wastewater.' In the Septic
Tank Trickling Filter. septic tank eftluent is applied to rnckling filter media for nitrification. The
nitritjed effluent returns to the anaerobic environment of the first compartment of the septic tanli
tbr denitrification The organic carbon located in the sludge of the septic tank allows the
denitrification process to occur. Nitrogen as nitrate is converted into a nitrogen gas, which is
vented into the atmosphere already composed of more than 78o,'o nitrogen.
In addition to nitrogen reduction, Biochemicai Oxygen Demand (BODs) and Total Suspended
Solids (TSS) are also reduced to below 20 mgr'l. Current testing is being pertbrmed to determine
the system's potential for fecal coliform and phosphorous reductions.t
The Coloredo Connection
ln response to the pressures of development in fracrured bedrock areas of Jefferson and Clear
Creek counties in Colorado, where lot sizes are often less than two acres, the need for OWS that
provide denitrification became critical to protect groundwater sources. Under the design of E. O
Church. Inc. and rhe installation supervision of SCG Enterprises, lnc the first Orenco Systemso
Septic Tank Trickling Filter was installed in February 1997 for a single famiiy home in Clear
Creek County As of today's date (April 1998) frfteen systems have been installed and ten placed
into operation in Jefferson, Clear Creek, and Douglas counties.
Each of the systems have been installed in areas where local lndividual Sewage Disposal System
(ISDS) regulations are more stringent than the Stue ISDS guidelines. Usually as repairs, the
systems are generally installed on small lots, in fractured bedrock, where wells may be at risk of
contamination.
System Performance
Little funding has been obtained for ongoing monitoring of these systems. Due to sampling and
lab fees, testing has been limited. Howe,rer, SCG Enterprises, fnc., the Orenco Systemso dealer
' H,arold L. Ball, P E.. Proceedines of thc Seventh Intcrnational Svmoosium on Individual and Small ConunuluN
Scwaee Svstems. Dccember I l-13. 1994: Mtroeen Redtction in an Onsite Tnckline FilterAjonow Filtcr Svstcm
A.SAE 1994.t George Heufelder and Susan Raslg A Comrrcndium of lnformation on Alternative Onsite Seotic Svstem
Tcchnolow in Massachusctts @arnstable: Barnstable County Department of Health and Environmcnt, 1997) 36-37.
Page 4
Orcnco Systcmso Scptic Tank Trickling Filt$ in Colorado
for Colorado, has collected samples from the systems to verify performance. Also,. as conditions
of the ISDS permit, the systims installed in Jefferson County have a quarterly sampling
requirement and a discharge limit of 20-ml total nitrogen.
The original system installed in Colorado in February 1997 has the most samples collected and
tested with nearly one sample per month. For the last ten months of operation, the average total
nitrogen (TN) concentration in this treatment rystem eftluent has averaged 8.1 mgll. The effIuent
is thln discharge to a sand filter located in the fractured bedrock for further treatment and
nitrogen reductiins. Although it is diflicult to obtain a direct correlation, nitrate levels in the well
seruilg this site have decreaied since the septic tank trickling filter system was installed.
The other systems installed in Colorado are continuing to be monitored. Primary concerns
include high altitude and cold climate effects on the systems. Also, flow rates from the
residences, tank sizes, and media types vary.
To date, approximately 100 Orenco Systems@ Septic Tank Trickling Filters have been installed
at various locations tkoughout the United States. Few sites have formal monitoring programs.
However, the data avaiiable indicates a generally consistent total nitrogen reduction in residential
\r'astewater on the order of 70o/o to 85o/o.
Conclusions
The adverse impacts on drinking u,ater systems, bv nitrogen from Onsite Wastewater Systems,
has been well documented ouei the last 20 years Even sites with soils that have traditionally
been considered suitable for r.r,astew'ater treatment mav have little capability to reduce nitrogen.
.A watershed can be considered sensitive to nitrate contamination for any combination of the
follorving reasons l ) soil rvith poor nitrogen removal capabiiities such as fractured bedrock or
ioose allivial gravels. 2) shallou' groundwater; 3) small lot sizes densely populated with O\l'S.
andlor 4) lou-volume aquifers or low-flow streams.
The Orenco Svstemsc Septic Tank Trickling Filter, in its present form or some variation. can
prove to be a viable. long-lasting, low-maintenance, onsite wastewater treatment system for
reducing nitrogen, organics. pathogens, and phosphorous.
RuisedApril 18, 1gg8
P.O. Box 4178,
(303) 670-?194
Evergrccn, Colorado 80437-4178
tax (.103) 674-0ttt3
ORENCO SYSTEMSO SPPITC TAI\IK TRICKLING FTLTER
TOTAL NITROGEN (NOr + TI(N) SUIVIMARY
St Germain Residence, Jefferson County
Placcd into opcration in August 1997
TN (mdl)
YR J F'M A M J J A S o N D AVG
,97 22'25'
9.1
'9E 2.3 20 4.9
Bock Residence, Clear Creek Counfy
Placed into opcratron February 1997
TN (me/l)
YR J F M A M J J A s o N D AVG
'97 3g'47'JJ 8 6 6 t3 <l
8.1.gg l7 6 7.6
Nanniga Residence, Douglas County
Placed into operation August 1997
TN (mdl)
YR J F M A M J J A S o N D AVG
'97 24'3
t2
'9E t6 l3 l6
Notc: ' *Start-up" rcsults not iucludcd in avcrage
Wqstcrl)cttcr Product Distribution - Onsite Managenrcnt Sarvices - Orrsitc Syslcrrr Evaluations
Bock Residence-Feb '97 - 3 People
Clear Creek County
Morello Residence- luly '97'3 People
Jefferson Courtty
Simpson Residence- July '97- 2 People
Jefferson County
Nanniga Residence- Aug'97- I Persott
Douglas County
St. Gernrain Residence- Aug '97- I Pcrsott
Jefferson County
Halliburton Residence - Oct '97 - 3 People
Clear Creek County
Spadafora Residence - Clear Creek Cotrrrty
Sntith Residence - Douglas Coturty
Anderson Residence - Clear Creek County
SITE YR
l6
2i
Nteyers Residence - Jefferson Cotrnty
Cox Residence - Jeffersott Cottnty
Russell Residertce'- Clear Creek Corutty
Kendall Residence - Borrlder Cotrtrty
Pine Coffee Slrop-- Jeffersort Cottttty
Prusse Residertce - Jcffcrsott Couttty
tltoN'l'lr r.Y AvEIIACE
Notes: ' "Start-r'p" rcsttlts not irrclrrdcd itr avclagcs
t BOD, - lo nrpl and TSS ' 5 rrrg/l
'Only torlets cotttrected to systctrtt lrled,a Asserubly Partially Exposcd -Not lrrsrrlatccl untrl l.ttrtrirty lt)()B
' Hontc vacated in Novenrber Not ttsetl ilr avcragcs
'97
SCG Enterprises, Inc.
ORENCO SYSTEIIIS" SEP'I'IC 1'ANK'I'IIICKI,IN(; IItt,'I'}]II -'I'()1'AI. NI'I'IT0GEN (NOJ't ]'KN) SUNIIITARY
rit
58r -
1-6-
etr
Io
{{)20
HI
;;l -.)J
J.
8
s-
-*--
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e.i I
3gr-
o N D AVG
3 <l
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42 57-
,{:3
l2.o
1i,tt
9.1
bJ,.,
All s1'stcrrrs atc locatcd trt Colorado at elevatiorrs
Lclrver:rr 7(l(,(l aud t)(XXl fect
Nt,l rrsetl rr avdragcs
1
l'98
'97
'98
'97
'98
'97
'98
'97
:qt-
'97
'98 9
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iqg
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-32 -1'-
li
I .ri l].0
Se cTankTrickli Filter
Nifrogen Reduction The Biological Process
---,
*G
OturcoW
lrrcorpaaecl
firurry1y1l'*t
E fiH.s..onEot{
c,fB.5lZ
The 0Sl Segtic TankTrickJing Flter is an innova-
tive, patented mefiod for reducing niuogen in
septic tank effluern BOD and s$erwaste
sfrengfi parameters are reduced as well. tt is a
simple, inexpensive addition to new or existing
vrrate rti g trt se ptic ta nks.
A Unique New Method
0Sl has combined tnrc wellkno,vn technole
gies+ickling fihers and septic tanksin a new
way. Here's howitumrks: A small basin hous-
ing tickling fitter media is installed on bp orto
tre side of a segtic tank near fie inlet A pump
located in a Biotrbeo Pump Vautt atthe oudet
end of the ank pumps fihered effluemto a noz-
de in the top of tre rickJing fiher basin. The
nozie disuibutes effluent overtre surface of
the media. The effiuemthen trickles down
trrough and around 6e media and back into tre
septic tank, where ittravels fie lengfi of the
tank and backto fie pump, completing one
cycle. Wastewater is circulated several6mes
through tre rickling fiker media and septic tank
before being discharged by a programmable
timer controlled pump.
Bectical
Typ i cal Effi uent lmprovemem
B0t)s
TSS
Tlt
llofiEtScrcened
ffiuelttrq t
16
xl
a
The pocess of remwing nirogen from septic
tank e{fluent invotves corwerting nitrogen from a
liquid b a gaseous fonn ln iB gaseous form,
nitrogen is liberated harmlessty into fie atnos'
phere which is already composed of more fian
78% nirogen. This corwersion involves ttam
stage+ one aembic (witr orygen) and one
anoxic (low orygenl. The aerobic process
occurs in tre uickling fiherwhere nitrogen from
tre septic unk-grimarity in ilre form of ammonia
-is corwerEd to nirate. This first step is called
niffication. Once dre nttrogen is in a nitrate
form, it can be converted b niuogen gas by fie
bacteria lMng in the anoxic conditjons of the
septic tank This last step is called denffica-
tion. The septic ank is an ideal environmentfor
these denffing bacteria, and tre organic
solids in tre tank provide tre nutrients needed
b convertfie nitrate m nitrogen gas.
Preteafrnent Unit Too!
The Trickling Ftter also has applications as a
prefeament unit for new onsite systems or
renorating problem sand fihers, mounds, or
drainfields. Typically, when waste sfenqfi
reduction is tre primary obiective, tre Trickling
Ftter b operated on only tte second compart-
ment of fre septic tank or a separate pump tanlc
See henreatmem Tricklin g Fher fiyer for more
information-
WihSegticTanlt
Tririding HlEsIrBrL
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IttcLNE
VILLAGE
GrrurnnL It'lpnovrvrNr Dtsrntcr
INCLINI] V I LLAGE GENERAL I M PROV EMENT DISTII' ICT
S PECIIICATION FOR INDIVIDUAL SEWAGE
PUMP STATIONS
GENERAL:
Individual sewage pump stations shall not be uscd in the District unless, wherc thc
property is too low to be scrved by gravity to an existing sewer line, the prope(y owner
shall install an individual pump station as approved by the District' The owner may
install the prcssure building sewer with his own contractor or employees' However' the
District will approve materials and inspect and approve the construction' AII pump
stations will discharge into a manhole unless otherwise specified by the District' Where
individual sewage pump stations are authorized, they shall be designed, constructed' and
maintained in conformance with these specifications. Plans for individual sewage pump
stations shall be submitted to the Districi for approval at time of application for service if
they ditfer from these specifications. District inspection of newly installed..pumping
facilities shall be compieted in accordance with the procedures outlined in "IVGID
requirements to construct water and sewer service lines'"
The District may periodically inspect any individual sewage pump station to determine if
it is being properly maintained. Where stations are not being mainta-ined in conformance
with these specifrcations, service may be terminated. Resuription of service will not be
allowed until all discrepancies are corrected and the work has been approved by the
District. Any expense taused the District to discontinue and resume service shall be paid
by the property owner at the time of reconnection.
PUMPS:
A minimum o[ two purnps (dual cornpressor pneumatic ejector shall bc approvcd by thc
District pri6r to irrsrall:rtion) slrall bc providcd at cach intlividual scwagc Pulllp strtliorl
(l007ostand['ry caltaciry;. whcrc purr.rps arc uscd, thcy shall bc eithergrindcr purnps or
non-clog scwilqL: I)tttltps, cttgittccrcd to scrvc tlrc dwcllilrg and ovcrcoll)c thc llclrd
prcssurc within tltc pt'cssurc cjcctor lilrc-
L]TILITIES
'I .) 10 Sr,r,<r'lwall'r Rrr.rtl
DEI'ARTr\4ENT
. lrrr lirrc Vrll.rIr', Ncv.t<l.t tJ't'1 I i ' t7O)l1l\)l.)oi . t.AX (20?) llJ2-1,1(r()
Puntps (con'l )
Pagt'2.
Crintic-r Punrps shall be spccially dcsigncd for grinding and pumping raw scwagc.
Punips sh:rll conforn] Lo the following requirements: The motor shall be 2HP mininlum'
corrrrsirrrr rcsis(alrl stainless steel hardw are, I l/4" minimum discharge , stainless stcel
cut(cr b:rr. slainlcss stcel wear platc with rnicrometer adjustment, s(ainlcss stecl motor
shalt rurd au(onratic direction reversc with each operation cycle.. Dischargc piping within
the station shall be 2 inches diameter (minimum).
Non-Clog Sewage Pumps shall be subnrcrsible and especially designed ftrr
pumping raw scwag.. Pu*p, discharge piping shall have the capability of passing a 2"
solid. Thc motor speed shall not excecd 1750 RPM. The pump body water housing shall
bc o[ cast irtn construction. Hardware shall be of non-corrosive materials-.The pump
heatl shall bc as required for the particular installation and the pump shall be sized to
provide a rninimum of 20 gpm outpu( at the design head.
VALVES:
Each pump shall be equipped with a check valve and an isolating gate valve' Valves and
check shall be located outside the sewage pump station wet well.
CONTROLS AND ALARM:
Pumps shall be auromatically controlled by the level in the wet well. The stand by pump
shall be controlled in such a manner that it will automatically take the place of the first
pump in the event of failure. An alternator system shall be installed to balance wear on
both pumps.
A read high water level light shall be provided in a moisture-proof enclosure adjacent to
the station in clear view of the residence served. This light shall be controlled by a
separate level setting above the lead pump control range. Audible alarm shall be
installed.
wET WELLS and STORAGE CHAMBERS:
A minimum of 300 gals. of storage per living unit shall be provided above the normal
pump opcration levJs. Such storage shall be provided either in the wet well or in an
adjacent structure with a drain back feature. Storage is provided primarilyto allow
continued use <Juring brief outages. Wet wells and storage chambers shall be either
concretc, cast iron, coal tar lined and coated steel, or fiberglass. A manhole opening shall
be providcd into wet wells and storage chambers. The wet well shall be equipped with
the required inlcts and outlets.
I)agc 3
l)unrps (con't)
PRESSURE LINES:
Pressure tines shall be sized to provide a minimum velocity o[ 2 fcct pcr second. Buried
prcssurc line piping shall bc SDR2l, Ring Tite pressure pipc. unlcss prcviously accepted
in u,riting by IVGID, prcssuriz-cd pipc from individual sewcr punrp st;llions shall bc
Ring-Tite Class 200 (SDR2l ) ol- engineered size acceptable to tlrc District and not less
than 2 inches diameter. Soh,ent u,clcied joints orangles shall not bc uscd- Abovepiping
nlust meet ASTM Standard D22,41. Discharge piping in and adjlccltt Lo pump station
shall be SCH.80 PVC or galvaltized or equivalent, and shall bc acccssible at all times'
I)rcssurized sewer pipe shall be hydrostatically tested and mcc't \\relcr pi1rc tcst
specifications. Installation standard shall be manufacturer's spccilrc:rtitlns and shall meet
al I IVGID installation requiremcnts.
Property Line Sewer
Clean Out
,'
t
Red Alarm Light
lnterior Audible Alarm
Access Ports
Redwood Box
4
Gravity to Sewer Main
Storage capacity
Alarm float
Lag pump on
Lead pump on
Pumps off
Gate Valve s
* t.
Engineers, lnc.
@
Wright Water
B lB Colorado Ave.
P.O. Box 219
Glenwood Springs, Colorado B I 602
(9701 945-7755 rEL
1970) 945-9210 FM
(303) 893-1608 DENVER DTRECT L|NE
Aprll27, 1998
Mark Bean
Garfield County Planning Office
Regulatory Office & Personnel
109 Eighth Street, Suite 303
Glenwood Springs, Colorado 81601-3303
RE: Los Amigos Ranch Preliminary Plan - Review of Additional ISDS Analyses
Dear Mark:
On April 13, 1998, Wright Water Engineers, Inc. (WWE) submitted our recommendations to
Garfield County regarding ISDS issues for the Los Amigos Ranch Preliminary Plan. Since then,
the County has received additional information from consultants for the adjacent property
owners. This letter presents our review of the additional comments and analyses regarding the
ISDS issues. In addition, as technical advisors to the Board, we have provided a summary of
our opinions on this matter. New information reviewed since our April 13, 1998 letter includes:
o Los Amigos Ranch P.U.D. Potential Impacts on Groundwater Flow and Quality Due
to use of Individual .septic Systems for Domestic Wastewater Treatment and
Disposal, prepared by Mclaughlin Water Engineers, Inc., dated April 1998.
o Testimony by John M. Kaufman, P.G., C.P.G., of Mclaughlin Water Engineers,
Ltd., and John Currier, P.E., of Resource Engineering, Inc. at the April 13, 1998
Board of County Commissioners Public Hearing.
o Memorandum from Garfield County engineer Robert Szrot dated April 17, 1998.
o Addendum to the above-referenced Mclaughlin Water Engineers report received via
fax on April 24, 1998.
r ktter from Gamba and Associates to Colorado Mountain College dated April 21,
1998 and received with cover letter from Beattie & Chadwick to the Board dated
Aprrl27, 1998.
o [.etter report from Resource Engineering to Greg Boecker dated April 23,1998.
DENVER lr03) 480-l 700 DURANGO 19701 2:'9 14i )BOULDER' (3011 4 7-3-9500
Mark Bean
Garfield County Planning Office
April27, t998
Page 2
o [rtter from Bishop-Brogden Associates to Greg Boecker dated April 23, L998.
o Irtter from Bruce Collins to Greg Boecker dated April 27, 1998.
In addition, it is anticipated that further written comments will be provided by the applicant.
However, we do not believe any of these rebuttal comments or additional analyses will change
WWE's comments presented below.
SUMMARY
Based on review of analyses by Resource Engineering, Mclaughlin Water Engineers, Gamba
& Associates, Bishop-Brogden Associates, and Bruce Collins, we offer the following comments.
o Based on available data and current regulations, properly designed and installed
ISDS systems (conventional, mounded, or other engineered system) appear feasible
for the project.
Impacts to groundwater quality will result from the use of ISDS systems and can be
generally quantified in terms of change in the concentration of nitrate in the
groundwater. Based on the engineering analyses by Resource Engineering and
Mclaughlin Water Engineers, and other available data, we believe the cumulative
concenlration of constituents in the local groundwater will be less than State and
EPA drinking water standards.
Recommendations on Design Standards and Management Plan in WWE's April 13,
1998 letter should be followed. In addition, we recommend that the applicant
develop the detailed design criteria for each type of possible ISDS system to
minimize water quality impacts.
In further response to Commissioner Martin's question on "Engineering Technical
Preference of ISDS vs. central Sewer," we believe that, from a water quality
perspective, central sewer is preferable. This is primarily due to the state's ability
to control and regulate a point source discharge to meet both existing and future
standards. Site specific conditions which relate to technical feasibility and economics
of connecting to the nearest central system must also be considered in evaluating the
method of sewage disposal.
Mark Bean
Garfield County Planning Office
Apr1l27, 1998
Page 3
Please call
Section 32-1-1006 of the Colorado Revised Statutes 1996 Cumulative Supplement
states that proposed development within a sanitation district's boundary and within
400 feet of an existing central sewer main can be required to connect to the central
system. It is our understanding that the proposed project is outside the current
Spring Valley Sanitation District boundary, but within the district service area. We
recommend that the applicant document, for the record, the technical feasibility and
economic constraints to central sewer including the option presented by the County
Engineer in his April 17, 7998 memorandum. This may be useful to the Board in
their decision process.
if you have any questions or need additional information.
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
MJE/dIf
92r-047.O40
Michael J. Erion,
Water Resources
t Water Engineers, tnc.
3l B Coiorado Ave.
FO Box219
Glenwood Spnngs. Colorado B 1602
1970) 915- t-755 TEL
19701 915-9210 FAX
1303) B9l-t608 DENVER DIRECT LINE
May 19, 1998
Mark Bean
Garfield County Planning Office
Regulatory Office & Personnel
109 Eighth Street, Suite 303
Glenwood Springs, Colorado 81601-3303
RE: Los Amigos Ranch Preliminary Plan - Additional Review of ISDS Issues
Dear Mark:
This letter presents additional review comments on information submitted after April 27, t998
by the applicant and adjacent property owners regarding ISDS issues for the proposed Los
Amigos Ranch Preliminary Plan. The additional information includes:
o Revised well location and data map for Attachment A of Resource Engineering's
April 23, 1998 letter report which was missing in Wright Water Engineers'
(WWE's) copy of the report.
o Report titled "Los Amigos Ranch PUD Filings 6 Through l0Individual Wastewater
Treatment Systems Supplemental Documentation" dated May 13, 1998 prepared by
Resource Engineering. Attachments include Design Standards and Management Plan
for Individual Sewage Treatment Systems and Orenco Systems manufacturer data on
trickling filters for ISDS.
o May 13, 1998 letter to Sherry Caloia from Mclaughlin Water Engineers (MWE)
regarding Los Amigos Ranch and Septic Effluent Studies in Summit County.
o May 13, 1998 letter to Sherry Caloia from MWE regarding well information
discrepancies in ISDS analyses.
Our review comments and opinions in our April 13, 1998 and April 27, 1998 letters remain
unchanged. Our comments on the above material is presented below.
DENVER (3031 480-i 700 DUMNGO (970) 259-7411 BOULDER - (103) 473-9500
Mark Bean
Garfield County Planning Office
May 19, 1998
Page 2
ANALYSIS/COMMENTS
Based on review of the above information. we offer the following comments.
We agree with MWE that the official State Engineer's Office well data should be
used. However, we do not believe this would have a significant effect on the
analyses.
The Bill's Ranch development (Summit County) ISDS issues are not directly
comparable to Los Amigos Ranch. The systems were improperly designed, sized,
and constructed.
With respect to the contents of the Design Standards and Management Plan prepared
by the applicant, we offer the following comments.
+ We recommend that all ISDS systems be designed by a Colorado Registered
Professional Engineer and shall meet applicable County Regulations and the
"state of the practice" at the time of construction.
-> The 213 time'use, 1/3 rested bed concept is good and will increase the
effectiveness of the system. However, we are concerned about operational
responsibility (i.e., operation of valves, etc.). We recommend that more
detail on operational procedures be included. In addition, we recommend
that the absorption field be oversized by ll3 to meet hydraulic loading
requirements.
+ "Qualified personnel" to perform inspections should be defined in more
detail. This person should have professional working knowledge of ISDS
systems and be certified by the State for ISDS systems when such
certification becomes available.
A brief annual summary report of inspections. repairs, and replacement
should be compiled and submitted to the County. An opinion of system
effectiveness should be submitted each year.
The systems shall conform to the adopted specifications in every case, not
wherever practically feasible. However, this does not preclude more
stringent standards if applicable or appropriate.
Mark Bean
Garfield County Planning Office
May 19, 1998
Page 3
Please call
MJE/dIf
92r-047.040
With respect to the issue of ISDS vs. central sewer, we re-iterate our
recommendation from our April 27, lggS letter that the applicant document for the
record the technical and economic feasibility of a central sewer system including the
option presented by the County Engineer in his April 17 , lggg memorandum.
if you have any questions or need additional information.
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
Michael .8.
T *
.t
Greg Boecker
2929 County Hoad 114
Glenwood Springs, CO 81601
303-945-6399
February 14, 1992
Dear Keith:
pursuant to your request, I am hereby documenting the relevant information I am
aware of regarding Lot 1, Resubdivision of Los Amigos Ranch (hereinafter "the
property")
1. Servicing tne property with sewer service will require expansion of the
Spring Valley Sanitation District sewer facilities at a cost of approximately
giZO,OOO.The tap/system development fee to be charged the pads will be
approximately $sSOb r 1Ot" per EQR or approximately $162,250 (29.5 EQR's x
$5500 = $162,250).
2. Supplying water to the property will require expansion of the Red Canyo_n_
Water Compihy taiitities and insiallation of a 300,000 gallon water tank to meet ISO
fire flow requirehents of 20OO to 2500 gpm for apartments. This will cost the developer
of the property between $163,000 and $340,000 depending on Los Amigos Ranch's
willingness to participate in up front costs.
3. Down zoning the property could be opposed by Los Amigos Fianch and
Auburn Flidge Apartments. Los Amigos Ranch definitely would oppose it, particularly if
the previously designated building locations were to be changed.
4. lf the property is down zoned prior to October 31, 1998, Los Amigos Ranch
will accelerate tire outstanding $1,000,000 Note to the Dowdys and their assignees,
and demand full payment of the outstanding balance pursuant to the terms of the note
and the Dowdy/Los Amigos Ranch Contract to Exchange Real Estate dated October
18, 1988. (See Exhibit 'C" to said contract attached hereto).
S. lf the property is down zoned prior to sewer expansion, there will be no EQRs
avaitable to service the property. Any attempt to put septic tanks on the property, which
lies.over the Spring Valley Reservoii would be opposed by both Los Amigos Ranch
and Colorado Mountain College.
,. t
t-
ln summary it appears the property cannot be down zoned until the outstanding
$1,OOO,OO0 note is paid in full, and even then there are attendant problems with sewer
servics and Los Amigos Flanch PUD land usage, Construction of multi-family housing
on the property will require expansion of the existing water and sewer facilities.
lf you have.any further questions, please feel free to contact me at (303-945-
63ee).
Sincerely,
A B.rAu,'\\
Boecker
it
7,JLt.
cre[,$.
-FfAY:T3:5tEl
lE = llJ tslt(Jlrl:I'IULAL,urrLlN wArEK ENGHs,
:
-
--
II
--
I Lr: J(,J.tErg:, aoo
May 13, l99t
Ms. Shcrry Caloia
C:Ioia & HqpL P.C.
1204 Grad Ave,urc
Gleorpood Slxings, Colorado Et6O1
RE: I.os AnigooRsodl P.U.D., Gulitdd Cormty' Colortdo-
Septic Efllt€ot fn Sunmtt CoutY
Facsimile (93t4*Y766
mwe@mwcwater.com
ION/!!D C. ra.L^UqHLhi
Ml'( ESEL
HALTTDEBIgtSO\WUI^HN.XB|DAII,Nd,tILIOREN
TEiNhTEP.XL{YONECH TDE lkLLlcxl-sgroN^Dlrad .cHL!\
GE!qAEUIREII,
IIICI{AELE}"GICIR' ,crrN* r't. ?FtrUM
XICTIAELBG^LIIA
SCOTTS.I,E}TMAN
!*lAN S. KOI.5T^D
CDEAI DEROS&ER
EDI^'r!.RD D. E\L\
lxlaaEo.rE\r'A,l-En
OA\7E.F.8L^H^
RO0E8TI' Al(DEnSor..
IIA:\'D6EL LIE}<f
D+I\rtrL l,L ftTRAl\lAlJ
RONAll) D,LUCEIO
AI4N V.rOH!'!5ON
Dear Ms. Calcia:
Scptic efflgcc has bcco sdied recemly by Messa William Isris of ft Uuiversiry dCotorado and
6e s\rmmit couEry water @ality cmiuce- ErIy wort has focuscd oa phosphonos couamiratim and
ctemup by comrcrsion of iodivi&al scfb sl,stros to a 63I scvr€r sJlseo b 6e Sort Barton Gulcb
afe,,'-
He is now rroaertating a snrdy of aitrate comaminams usitrg Nl'isfiopc as a triDcr. IIe bas ebo publishd
a book comniqg Eitrarc cogEmirultioo of sneens rotDd kb Ditlou due in Part to s9P(ic s}IteIns.
According ro professor lJryis (personal co@unicatioo oo May 12, 1996), 6c follo*'iD8 eqirical
equation was dcveloped fron nass.batare analyscs h $rrnmit Cory ttt cstiDlrc nitratc loditrg iB
$rfaae $re@s fron indivifual scpth systeEs:
Yn = {4'Yr-sms
ufiere Yn is Bitrogco yidd in gras/pmo/ycar. and Yw is uracr yi.Id (ruDotr) iu um/ycar-
Accordilg to Mr. 31fich Grco of Frisoo, &e IEI sadttion diltrict is also;.*t tb Bill's RaDc[
dcvelopmcm arca ft,om scpic E]ffi to fu ccmal ssuver systto. This wqt b ogohg-
Mcl^aughtin Water Engineers, Ltd-
2,4120 Akottstseeo Denver, Colonado 8m11 GB) 458-5550
watElrrr txrh.r^r@Drrrtrurrn tJlt rt^ctDElr{^6f mE^7pN ]rrDrGfoioot $Oll'Dl^alr6t^'\Orl.@ocoirils-
w^5tryATErcollrrFor\.Tran(lNt^NDrqJ9t tartoilclEN WAlIllADlxlt,\IDJ 'lcr^LrYlrYr^t'LE
r^TItnD[t^'tDuTE'!7Ir3EC6Or.lCS
-
--r
EI
--
May 13, 1998
Ms- Shcrry Catoia
Celoia & Houp,t, P-C.
f2O4 Grmd Avanc
Glcowood $Ebgs" CrlG& tI6Ol
RE: Lc Amtros RD.L P.UJ), Cartleld CorntSr' Colmdo -W€Il hformrtba Empfoyed by Reouce Erybstag Im.
Facsimile (38)48e9756
mwe@mwcwaEr.com
ncFuIDc. la<trlJcro..o{
IIO M. EISEL}I IJOIDZ EIICTSONlrttrl!\M R.XEIr,DAL
IALPH L IOIB'
lEtrRE\lCt P. xE\rQxEAI^TDE Xd.ALt6r.IJN
rOt{AL9r. Mct.AlJCtlUN
6ENI^ BJT,ELI.!G!{^EEtctct
,oHli 5d- E ^u!rrnclr^.E- r- C,^LUi:.Z
s@,TTEIJHq,A!(Etl^li s xol.sr^f(;. DE^\J DETO6IEX
EDW^.RD A 8.\T\
IRT IS E C}EA' I.ER
DANIEF.EAXA
rcGIRT',^NDTTSON
' I.E^N'Df,R L LT.\Jfi
D^"\:IU- M.l'm^M^L^
BOI{ALD D. ULJ<StrOAt J\lv.rollNsos
Dcar }ls- Celoia:
Rcsoruce Enginccriag IDc. (R.ED rrmily provlled copi'cs of,wcll inforaatio ttc,'y used to deve}oP thir
undcrsnuting of the grumd-uruer couditioos be'rea* thc Lc Asiep3 Rarh P.U.D. tlpm redariug this
inforoaim. I discovered incmsisrcoccs x/ith 6cial recqds o 6le z tb $ac Engier's Office (SEO)
in Dcavcr which carfd erylain qr ormul difEreaoe of imerprcation- Thc wclb in gcsion are Pcrmits
No. ItE4O2, 1tt403,1t8404, 114980, aDd MH-17/17.
Coocerning Fermhs No- ltE4O2, 1884{F3, md lEt}|O4, 6c SEO welt corylaim rcpqr (errnmcot A)
were signod by Mr. Wayrc Shehon in Sepreobcr of 1995 Dd Do srab uracr krrcl reasursctts wcne
rceortrd- The 'records' obreiul by REI (Aaachmcat B) in Rbrury of 1996 are uc sigrd. 6e rcporrcd
satic rrraer levEb are'O ft.', aDd e t5rpc f@ is diftr,cd- Tb ofEciel urctl coqrlctim rGPqts iDdicatc
ehwpllurastq$edfqmrohorstocrsuneyicldbyairliftiry. Suchcscingeut€pgssmcamourof
gIoEDd urag wes €rcdrmcrrcd h fu borcholcs. Log, yield d/or mcrhod dprying may mnt for
the rreporcA pro&cioa rrc d'O gm'. ftc rrpccd $aic qra lcvct iB Gd pcll $ggFss fu crdcr
tabb b a thc grmd $rfe * .hd is probabty xf, corrccL
CmrUg kmit No. lI49E0 a ** A), & otrcirl rrctl coryhkn Eport oDtaincd &o@ SEO
ind;r'atc" 5. *EII dcprh b 4O0 &ct od 6B $ab urc hcl b 72 fta fr@ 6c 8ratDd srficc. Tbc IDG{I
uras cqlcd rrl tcod on luly 7, l9l&l.. mc nparoa yfu{d is 3 tpu nstog e beila rd au air
cmpr€sstr. Tbe iduoaioo obtaincrl by RE (Atacbca B) ind'c-.,cs ttc u,cll re &illcd to a dcprh
o6lOO fta oo Scpmbcr 20. lgEZ wi6 yicld of O pm ad a s-ic w:rter l6rGI of O ftca
2,1X) elcott Streeg Denver, Colo,rado 8fizrr (303) 45&5550
.*{r.'.1Tf !..6rNtEA6 ttttvg t\t w^ttl rtcmt ^I.9
rtrourcE wAtE rEano{i ^rtr t!itrD6, tarn rr^cr Dr^rN^d trE^lEN t{r8E16t trr6x DiA^eGE ^'{' n'oo <oNnoL
w^sTlti^TIlcotllcrpNTIr^Tt.DtaTA{DrtrrlutPlotfcTg{ w^rtll^slDrrlr^trr{ Jaat^uY}frDt^l,t-Et r^tlttt'E[t^llDuttuTlLlcr'llo'l's
WATER ENGRS I D = 3O34ElOSl7EE
WELL UUMPLETION AND TEST REPORT.
STATE OF COL OFFICE OF STATE ENGINEER RECEIIO:
w r0!Er
FAUE A' 1O
FOR OFFrcE USE ONLY 3t
Hi+mH
APPROI/ LlGl,YSSt€r€
WELL PERMTT NUMBER :r_88402
MailingAd&ess :G336 State
Cty, 5L, Zp : Carbondale,
Phone: (97O) 963-3879
Ranch
ffiry 133
Co. 81623
LLLOCATIONASDRTLLED: NW 1t4 SE 1t4 Sec. 25 Tvrp. 65 Range g9t{
'ANCEFROMSECTToNLTNES: 2OOO FtFrom South Sec"Line.And l_339 FtFrom East Sec.Line.Or
: LOT : BLOCK : FTUNG(UNIQ :
ADORESS ATWELL LOCAT]ON :
GROUND SURFACE ELEVATIO$I
DATECOMP|-ETED ; Ag/24/95
ft
TOTALDEPTH
TypeotlHerid (Sze, Color, rtdTwe)
000-120 Volcanics, Flows
L20-300
WATER LOCATED :l/' *frfi:tc adlt'-/"4 &'*o'
@
HoIe is to be abandoned by cli
8. FilE(Pa.r
Materid;
Sze :
inanra :
9. hlerffi
TyPe :
Depth ;
11.: Type : IITH Artt Lb€d ; oz
12. ^V1lEl.L|Eg QATA ; [ ] Check Box lf Tes D& b SubmiEed On Sr.rpdcmcntsl Form.
TESTING METHOD :Aif Conpressor
Static Levd ; {t
PumpingLevd :total ft.
Remarts :
Datc/Tme Mca.rred :O B / 2 4 / 95
Datey'Ttme Measured :Og / 24 / 9 5
ltEid!t!rBaEltitrlErrdbrtttrnaqrttrs(,r{!raryro!r!bE b6tf,(Ad:rroSdo.ifa-roaFIXOCiC,tlflrEf CD-E n
atrd.t-tartrl.EE')
CONTRACTOR: ShdtonDrfingCorp.
MailingAddress : P.O. Box 1059 nasdt, Co. 81e1
PhonE (9701 W41A.
Lic. No. 1095
Name / Tiile (Please Type or Print)
Wayne Shelton / President
ORIGINAL
I D: 3O34E|OS|7tttj f,{rJE -/ 1o
123s
COLORADO D]VISION OF WATER RESOURCES
818 CentEnoial Bldg. 1310 Sheflnan St. Daver, C';olondo 8@O3
(3c(i) 8563581
APPUCANT
rrl/ELLPERMtT MJMBER { 88402
DtV. 5 CNTY. T3 WD 38 DEIS. BASIN MD
Lo,c Rlang;
APPRO\ED WEII LOCAT]ON
GARFIELD COUNTY
NW 114 SE 114 Section ?s
Twp 6 S BANGE 8s w 6th P-M.
DISTANCES FROM SECTION UNES
2OOO Ft from Sor.rth Section Une
13@ FL from Eas Seaion Une
KINDALL RANCH
6336 STATE FTWY 133
CARBONDALE CO 816*
(3o3)s63s879
PERMTTTO COI.ISTRIJCT A WEI.I
1)
ISSUANCE OF THIS PERMTT DOES NOT CONFER A WATER RIGHT
coNtxrloi.ls oF aPPFOVAL
This welt shal be used in such a wey as to cause no maeriat iniury to existing water rights- The issuance of the
permit does not assure the appftcant that no injury will occur ro anosrer vested water right or preclude another
owner of a vested wder right from seeking relief in a cMl court actiorl
The consfigaion of this well shall be in compliance with the Waer well consirtrction Rules 2 ccR 4v2-2, unless
approval of a variarrce has been granted by trre State Board of Examiners of Water Wen Construction and Pump
ln-stallation Contractors in accordance wift Rule 18.
Approved pursuant to CRS 37-92-6o2(3)(b)0(A) as the_only wetl on a Eac-t of land d 43-7a acres described as
the NW 1l4ot the SE 1l4ot Sec.25,fG.'b'Soun, Rng. SgWesr of theotll P-M., Garfield County. More
particularty described on the atached a<hibh'N.
The use cf grannd wder from dlis well is limhed to fire protection, ordinary household BJrposes insicle up ro three
(3) singte ririv chreltings, inigaion of not more than one acrla d larn and garden, and lhe warering of domestic
inimari such as pouhrf and tt e=toct. This welt stral! be known as Kindall Hornestead #1.
The macimurn pumping rate shallnot exceed 15 GPM.
The retum flo\^, from the use of tha weU must be through an indMdual wa$e water disposal qastem of the
non€\raporative rype where the water is raurned to the same sueam system in whic*r dre well is located'
This well shatt be consrruded not more than 2OO feet from the location specified on this permiL
2)
3)
4)
s)
6)
n
DATE ISSUED JUL I q ts95
A-tDr-,m
&liIuro"DArEJUL t r1 1997
GWS-25
.2Qt FROM:MCLAUGHLIN WAIEI< ENtt<s
J
ATEI< EN'U!<5 I U: JgJAEUU 'EE
wRJ.lRe'- 75
'":
Application must
be complete where
applicable. TYPe or
grint in BI-ACK
lN K. No overstrikes
-or
etasures unless
initialed.
coLoRADO DlvtsloN cir weree REsouRcEs
8tB Centannial Hdg., 13f3 Shcrmur St., Dcnvcr, Colordo 80203'
m4Ppu.11g11!J - mailing address
NAME
STREET
OTY
Disr.
,..E8*"=f7 ltnis wett strall be used in srch a way a-s to cause-no material iniurY to existing vtrater-rigrhts'-The
:r:lrA. ^^r Nt6 iha annli..an?isr.ranc" of the iermit does not ilssure the applicant
tt"t no iniury will occtr to another vestcd water
agfrt ot piectirae another owner of a vested water
righi frdn seeking relief in a civil court action'
tzl
{r.zgrlo*t
y"!i U-
anll waiJ
7/.1t--'
ot-!
el-s n 4
7
Aqr,rifer Sound water is to be obteincd from;
Zaa '-c,*>t!/oNW -t:o')o"'"t'-
PERMIT NUMBER
DATE ISSUED
EXPIRATION DA
( ) INDUSTRlAL (5)
( ) IRRTGAT|ON (5)
( ) MUNICIPAL (8)
) OTHER (9)
DETAIL TT€ USE ON BACK IN (11)
(4} DRILLEB
BY _5t.o.
i *"".r -4o
I tWAt--y o(ra" .1E %. Sectio. a K
(3) W{IER USE AND WELL DATA
(}4 Dot{Eq19.-(11
i urvesrocr tzt
) COMMEFCIAL (4)
Proposed rneximum pumtrng rae (gpm)t5
Aveage annr,ral amouot of ground watr
to Ue +profiated (acrefeet):-
Number of sesto be irrigled:
Propoeed total dePth (feed;).2.a'
Orvncr'swell
( ) HOUSEIIOLD USE ONLY ' no irrigetion 10). .
FOR OFFIC USE Or,tLYt DO NOT WRITE lN THIS COLUMN
Receipt
Basin
"^arSlL5+.<
I JI A PERMTT TO |JSE GROUND WATERifr r pennarT To coNsrRucr AwELL
FoR: -t$ A PERMIT ro lNsrALL A PUMP
PERMIT APP!|CATIoN. FORry!
(
(
} REPI.ACEMENT FOR NO.
) OTHER
WATER COUffi CASE NO.
rercphone Nr.3-22:E-7* 3g l;1. *o.)235
@UNTY 23 38
W-,5
'{(-c
iilfi]:Zi iTii:-!'.r 2+i-; '
MCLAUGHLIN WATEF( tsNU
I
I
Ir
I
!<- r MrLE. s2E11 pEEr ----*l
(5) THE LOCATION OF Tl{E PRO!,O9ED ,WELL arJdreareaon' Ue indicatcd on tJ're diagran bdow'
. use dre. GENTER SECTION (1 sec'tion, 640 acred for dre wetl location.
+-'+ -+'- +- +--+-- + - + - +
I D:3Ur3qIJUIJ',/Eb
LOT-BLOCK
ft-from tr4tf scc.tine(c.tt of wcn)
_FlLlNG r
l'38'f,ffi
lf^\?
(7)
rl
+lI
I
+
It
!
t.T
I
I
l-
I
I
+
Il:r-:-rr
trl
I,l SUBDIVISION
I
.I
I
I
I
I
I
ir
IL--.!---il
I
II
--+-I
I
I
| *iznb| -l-rI )^td
l.Jl
-)--I
I
+-
I
I
I+++II-+-+-+- -L- - -.1- - +-lr
I
I
rlt+-f
I
I
I
" O,n. from ft. to-ft-
'LJ t r/ in.rrom.b_fi.oa2z) o.
(9) FOR REPLACEMENT WELLS sive disonce
aElElrection frorn old u€ll and plar,s for plugging
(10)
Owner(s):
Houschold usc ad dornestic wclls must indicate rype of ditPos'I
h,.-7 l-"n
+-+
I
INORTH r,t'
i t-+l*
I
+--i-
I++
I
.i- - -.r-
the onty well on *is trrct? 4aa
(8) PROPO-SED CASING PROGRAII4
Plain Casing
t,om O rt. to ,3O tt
*o^-2O tt- 1 oo a-
The scale of the diagrarn is 2 inqhes = 'l mile
Each small regresents 40 acres"
WATER EOUIVALENTS TABLE (Rouod.d Fi'Jsr6)
A^ as+foor co\.efs I 6cre ol lfnd 1 foo! deeO
1 cubic foot ,€r second (cfs) , , ,449 gsllorr3 rer minutB (gExn)
A tamily of 5 will r@uire appcorimately 1 gcr+{oor ol w9131 P6 YGrr.
1 scrdoor , . .43,560 csbic fe3r . . - 325,9oO gslloa3-
1,O0O gpm gumpfd conrinuoudy for one 6-/ Foducs.4'42 aqe'futt-
Le6al descriPtion:
I
t
-{-
I
I
casing
LOCATED
(11) QETAILED DESOBlEflCll{. of the use of-glound water:
t used on-thir land. including wells' Give Regi and Warcr Coun Case Nunbers.
Tyge or right Used for (PurPosc)Description of land on wfiich usccl
5lATCtSi THAT TTTE IruTORMATION SET FORTH HEBEON IS
OF HIS KNOWLEDGE-
gGNATURE
Usr addhionat shectt of papcr it more spaoc ls rcquircd.
uT
WAf El( EF L'l<5
I ' r^rLr t ,-a rrafat ETf.,ntll allh ?rt+lr F
lu:JUJaogga99
WE,LL UOMPLETION AND TEST REPORT BffiffoEUsEoi.lY 3LSTATE OF COLORADO, OFFICE OF STATE ENGINEER
0t rB's
H"ffiffi
APFRO'AL I GT,VS31.'I.{B
WELL PERMT NUMBER :188403
OWNERS ].{AME (S):Kinda Ranch
Hwy 133
co. 8L62s
MaitingAddress :6336 State
ciy, sr, zp : carbondale,
Phone:. (97A) 953-3879
LOCATIONASORILLED: NE 114 SE 111 Sec. 25 Tu4r. 65 Range g9t{
FROM SECTION LINES : 16?5 Ft From South Sec. Una And L46 Ft From East Sec. Line. Or
' LOT : BLOCK : FILING (UN|T) :
ADDRESS AT WELL LOCATION :
DATECoMPLETED : Oe/2s/95
ft.
TOTAL DEPTH
TyF cf frA.rhl Fize, Colo., sd Ty?e)
000-160 olcanics, Flows
L60-300
lJo st'/'; a/q-'hu'/
RETTARKS ' 4A @
Hole is to be aband.oned. by'clie
t- Fi&rPed(
Matedal:
S?C :
Intenral :
9. PaderPlacerrcrn
Type :
Depth :
10. GROUTING RECORD:
11.: Type : HTH An'rt Used : oz.
12 lU:l-!-:lEiT DATA ; I Check Box lfTestData bsubaibed On Supflernental Form.
TESTING METHoD :Aif Conpressor
StdicLeryd: fi. Date/TimeMeanrred:OA/25/95 Produ<lionRate: O gpm_
Pumfinglevd :Tota1 fr DatdTimeMecured :08/25/95 TestLen$r : 2 hr3.
Remarts :
LladE-w!tr*rE*rtntwlEqlitEEl rditE'nttEborkroLor.(Arrtbr.(!"i2a4loa(lEO)Cilt.trrd.to,btrDrEtrqtllltrFlrrhh-qddagoarr,
CONTRACTOR: Shelton Drtng Corp, Phone (97O't 92741&2
M&rgAddress : P.O. Box 1059 BGaI, Co. 81621 Uq No. 1095
Name lTtte (Please Type or Print)
Wayne Shelton / President
ORICINAL
COMPLETEDDEPTH : .... ft-
I D. 3O34ElO9768 rAUE -' <Q---T[ffi-6-
GWS.25
16 . 22 FROM . MCLAUGHL I N ITATER ENGRs
COLORADO DTVISION OF WATER RESOURCES
818 Oenterrniol Bldg. 1313 Sh€,mEn SL, Dcnvq, Colorado 8@3
(sos) B6&ss61 1235
APPLICANT
KINDAII RANCH
6336 STATE FTWY 133
oARBONDAI-E CO 8162&
(303)s6s387s
PERMIT TO @NSTRUCT A WELL
WELL PEHilrr NUMBER t 884(13
DIV. 5 CNTY, B \Jl,D 38 DES. BASIN MD
LoE Filing:
APPROyED WELL LocAnoN
GARFIELD COUNTY
NE 'tl4 SE 114 Secrion 2s
Twp 5 S RANGE 89 w 6th P'M'
16/5 Ft from Souh Sedion Une
146 Fr from East Section Line
1)
ISSUANCE OF THIS PERi'tT DOES NOT CONFER A WATER RIGHT
CONDMO}.IS OF APPROVAL
This weil shall be used in sr:ch a way as to cause no mderial iniury to exisung wder rights. The issuance of the
permit does not assure the applicaru that no iniury will occur t6 ananer vested water right or preclude another
owner of a v6ted water rigm from seeking relief in a civil court action.
The construclion of rhis we[ shafi be in compliance with the Water well construciion Rules 2 CcR 4o2-l unless
approval of a variance has been granted Oyine SEte Board of Examiners of water Well Construaion and Pump
lnstatlalion Cornractors in accordance wilh Rule 18.
Approved pursuant to CRS gz-y2-w2(g,)tU)00(A) as the only well qr a tract of land of 38.66 acaes described as
the NE U4 of the SE 1/4 of Sec. 2s, Twp. 6 Siriilt: Rng. 89 WLst of tre &h P.M., @rfielcl County. More particularly
ctescn'lrcct on the atached exhibh 'A'.
The use of gror.rnd water from this well is limited to fire proteclion, ordinary household Purposes inside up.to three
(3) s;ingle Amify dwellings, inigation of not more than one acre of lairm ana garOen, and the watering of domestic
iri'imafs such as pouttry ana fivestock. This well shalt be known as Kindatl Homestead #Z
The nra<imum pumping rate shall not exceed 15 GPM.
The retum flow from the use of the well musi be tt[ough an indMdual waste waer disPosal system of the
non-araporative type where the waer is renrmed to the sarne stream q/stem in which the well is locaed-
This well shall be constructed not more than 200 feet frorn the locdion specified on dris permit
2l
3)
4)
s)
6)
4
DArE rssuED JUL I 4 tggs DPTRATToNDATEJUL I q $97
FROM.MCLAUGHLIN WATER ENU|<U
( } REPI,ACEMENT FOR NO.
( }OTHER
WATER COURT CASE NO.
I lJ: r5(r.raOgs a@EMAY-13-sle 16,22
wR.J'SRcv' 76
rl
NAME
STREET
CXTY
COLORADO DIVISION OF WATER RESOURCf$ECEIVED
Application must
be comPlgte where
?plicable. Type or
print in BI+CK
INK- Noolersrrikes
iIaastres unless
initiated.
tti-+PPUcerur - mailing addres
PERMIT APPLJCATION FORM
l.'z1 A PERMTTTO USE GROUNO WATEB
&i a pERrrrrtT TO CONSTRUCT A WELL
fOR: P( A PERMIT TO INSTA.LL A PUMP
FOR OFFICE USE ONLY:OO NOT WRITE IN THIS COLUMN
Receipt No-
Basin
315 tt5 h,
This well shall be used in E ch a way a.s to cause
*'-*.ioiil iniurv to existing water.rights.-The
iirii"i "tlrre ierinit does not asstrre the applicam
it.i-no i"ir.v'wilt occur to anodter vested water
riotn ot pr-ectude another owner of a vested water
ffii;i froir u.ering relief in a civil court action'**,too{ii-/
Al F z otln"-SE-- z. Secdon ^J'
Number of acresto be ffiated:r/j
Propccd total <lePth tt"ott @ aL-l
( ) HOUSEHOLD USE ONLY - no irrigation (0)i.tll#:W;"t i iiHRiS"ri'6-'El
i icor'auEidrar- tct ( ) MUNIcIPAL (8)
*" {' ,t . 4ro, g ll{a
c;*'o,/
1ag, rl-r.,
-ubll /.J
c, Q orfl
DATE ISSUED
,.*'{:
\)ost>+;c
CONDITIONS OF APPROVAL
*.e oLf u/,/ (ec-
ta
il; i{
A
r"*. {, 5.
,ils.Rne.
A? 1tZ. cldtie
(3) WATER USE AND WELL DATA
Propos€d maximum pumpirlg rate (grpm)t6
( ) OTHER (9)
DETAIL THE USE ON BACK IN (11)
(4) DBILLER
Nanre
Srrcct
Ti*;Bi::i iiiir?i i..:'.,,,i'r
PERMTT NUMBER
EXPIRATION DATE
8Y
tn
eguifer grognd warer is to be obained
,o?*3"i*, I 7k23 t ? Lic- No-/23's CNIINTY L 3 3_B
Di3r.
tzl
)to be ipProPriated (acrefeet):
I Lr: rtgJAEgs aEo
V
MCLAUGHLIN WATER tsNtjl<s
(6} THE WELL MUST BE LOCATED BELOW
0
/6d,f rt.t?^ %scc.rine(oorflr or taruth)
I Zl 6 --rt. rrom +q?f ,. sea tine(Grt ot wcn)
{S}''THE LOCATTON OF THE PROPOSED WELLarctheir€Bon'-' ;hEE diagram below'
. Ufe the. CENTER SECTION (1 section. 64O acrel for tre well location.
LOT-BLOCK-FILING +-
SUBDIVISION
L!9AIE9
No. of acres
fr" to- ft,
17t
-i
t
I
I
+-+-+
t'I
rrlfTT
r- III+-+-+l,IJ- I
lDlllg,HIlfitlo,i+ +-TA?ta.-12 . r1-*r + +tl ' ill r+- -{-- +Ir+++Itf-+--+
l mile
-+'- +-+--+- -'l
++++
I
r NORTH SECTION LINEt'[rl,
,,L- - -l Izr r f -T--trl
il,r- i' "V ',.rft I ' ,Fl rilt'ttfl;t,t
T--r- l-Tq1,,.3-
I SOUTH SECTION LINE
Iri++lrtl
-f-+-+-+-
Tlre *ale of the diagram is 2 inctres = 1
+- +
ii+
I+-+
t
r NORTHT
l_ t-
l-l -
I
*--+
I++
I
+-+
the only well on thistaaJ*
(8) PROPOSEp CA$NG qROGRAM
Plain Casing
)br/Zin.kom 0 *.to 70 *-
.& .5n.to - ?916 9-42n.
Perforated casing
q f in.tcom 4 fr> rt.o 21 Q n.
WATER EOUIVALENTS TABLE (ROUNdsd Fi9UTTS)
A! acfoot covers t acre of laDd I foot de€o
I q,rbic foot par saconC (efs) , . . ztlg g.llons ger minute (gprn)
A family of 5 wi{l require opprrcximstely I ocrc.foor of walc( p€r Ye!r.
1 rraloot . - - 43,560 qrbic feet . . .325.9OO gollms-
'l.ooo gom psmpfd continuously for onr drY 9(oducta 4.42 aq}{ast.
Legpl dercription:
(9) FOR REPLACEMENT WELLS sivedistance
anO direeioo from old well and plans for plugging
-of acres:38-[L
Hourhold ura and donrestic weltr mu$ indic.E rype of 1**a
4O acres-Each srnall
(10)
Owner(s)
(11) OETAILEq.DESCRIPTION of rh{8of eround water:
3YsEmrobcusad- 3 -a-n*L M
u*d on rhis land, including wells. GiviRegistration and Water Coun Case Numbers-
Used for (purpose)Description of land on which usdd
(121
TyPe or rightt/r
tlr
rlI_T-T-T-
rli
t
-+
I
!
I
I
I
I
I
t
t_T
t
I
( RMATION SET FORTH HEREON IS
TRUE TO THE BEST OF HIS KNOWLEDGE.
U:c rddhionrl thcctr ol gacrrr lf morc spacq ir rrquirrd.
WtrI I PERMITNUMBER:188404
MailngAddres :5336 State
City, St, Zp : Carbondale,
Phone: (97O) 953-3879
Ranch
Hlry 1.33
Co. 81623
LOCATIONASDRIIItrD: SE 1t4 NE 114 Sec. 31 Tup. eS Range ggw
'ATICEFROMSEC]]ONUNES: 2355 FtFrom Norttr Sec.LiDe.Arrd S9I FtFrom East Sec-Line.Or
: LOT : BLOCK : FIUNG (UNII) :
ADDRESS AT WELL L@ATION ;
DATE COMPLETED : 09 /08/95
ft.
TOTAL DEPTH
Type dl,laterid (SiD, Cobr, end Tlfe)
ooo-L80
150-500
/,b rfifi azfir^&,4k -
REMARKS: @
Hole is to be abandoned by clieu
8. Fb.PrcI
M*erid:
Size i
lnbnrd :
9. Pd(erPlacirlcrn
Type :
Depth :
11.; Type : tIfH ArnL Used : oz.
12 !UE-L^L IEQT.QATA : [] Chack tsox lf Test Data Is Submired On SrpCenrentd Form.
TESING METHOD :Aif Compressor
Stdlc L6 d : fL Date/Time Measored :o9 /08/95 Produclirn Rate : O gpm-
PumringLwd :Total ft. DateJTimeMeasured :O9/Ae/95 TesLengtt : 2 hrsi
Remarls :
COf{TRACTOR: Sheton Dfing Corp.
MdngAddress : P.O. Box 1059 Basat, Co, E1621
(1$k)CRS, lh rdrg C Lt.i.il cilnrFt, hlr tElt oryG E
Phonc (9701 52741C2
Lic. No, 1095
Name / Trde (Please Type or Print)
Wayne Shelton / President
gcr 3
''StrEAir ;'!a{m'stt, .:,i;tca..)
APPROVAL T Glrrrs3l{103
ORIGIN
GHLIN WATER ENGRS I D: 3O3{luU9','E t:
ypj-5,ft6v.76
Application must
be comglete where
aoolicable. TYPe or
rint in BLACK
tNK- No ovemrikes
ileras,lte. unless
initialed-
@ilirsaddress
l2l
This well shall be used in- rych a uay 1l:.
to cause
,J''tiii.iili iniury to existing water'rights' The
issuance of tne permri doet not ass''rc the aPPlicant
ffi*; itir"v'will occtrr to another vested water
;;ht';-, pt*ria" another ownl-gf a vestd water
H'd; ;H-&lis idLr in a civil court action'
k , *')"
(3)
,4U, l' -
No 2..rtJ
Number of acres to be irrigmed:
i
Propoad toal dep6 tlr*tl' 6 trt
Aquifer grotrnd rvoter i3 to be obtained from;640
( ) HOUSEHOLD USE ONLY - no irrigation {O)
;- .. A^^rEa?r. Itl - ( ) INDUSIRIAL (5)l*l?l#H33,1'1, i rriircerioN(6)I iEb^riiliEi"i- i.) ( )MUNTcTPAL (8)rF:il,i i'i:H$:ifi tlli$ !+'f ii
app r- I car r o nr xiffi dii -dt'trnrii'':;
il OTHER (9I
DETAIL THE US€ ON BACK IN (11)
PERMIT NUMBER
OATE ISSUED
EXPIRATION DATE
P
Q'r
?d6tu
COLORADO DIVISION OF WATER RESOURCES-.^
818 Centenniel Bldg-, dii'"t*tt"t St.' Denvcr' Colorado-80ffi'''
RECEIVED
PERMIT APPLICATIoN FORM
HAT l CSg i ;E I Ul+ 13 S=.*3F'ofl+o"\f=''-T
roa: Q a bEnMlr ro TNSTALL A PUMP
( ) REPLACEMENTFOR NO.
wATm cowr cAsE NO'
Foa orrrcE usE oNLY:
@
*,^n ? =/.) ''q tr ,L ot ttn-^AG-%, Section 3 |
-
i,* c ,F.;^*. gg H
-6-?M
ProposeO maximum pumprng 'stg
(gPm) I q
Averge annual atnount of ground water A; O.-.PProonated (acre-@tl:. ' '
Rece,pt*".3t5115D ,
31a lr."s
a.'.{t. t
,1.d )o'oJ
Szc 7l^* '-'/
(4} DRILLER
)42<,{3^x??*"97A-29i?Uc. No-
BY -tQ
' S eouNTY .a3 5'L'
4.:r. X
,ri,
NAME
STREET
Stret
ciw
C)TYI 1n {-r'z(zez)
TELEP-HONE NO.
Disc
rFUE
I D : 3E,3.luo:J7tsiEi rAUE ana z0
COLORADO DMSION OF WATER RESOURCES
818 Centennial Bldg- 1313 Shcnnrn St, Dcnvcr, Colorado 8o2G}
(3O3) 86&3sE1 123s
API'UCANT
wErL PERMTT r.rtffBER ,l RR4O4
DIV. 5 CNTY. Z3 WD 38 DES. BASIN MD
Ffiag:
APPROVED WEI.I LOCATTON
GARFIELD COUNTY
SE 114 NE 114 Section 31
Twp 6 S RANGE 88 W 6th P.M.
DISTANCES FROM SECTION UNES
2355 Ft from Norfi Section Line
591 FL trom East Seaion Line
KINDATI RANCH
6336 STATE FIWY 133
CARBONDATE CO 816&
(38)s633E79
PERMIT TO COI{STRI.,IGT A WELL
ISSUANCE OF THIS PERMTT DOES NOT CONFER A WATER RIGHT
coND,lnoNS OF AEPBOVAL
1) This we[ shall be used in such a way as to cause no rnatedal iniury to existing water rigms The issuance of the
permil does not ;lssure the applicant tf,rt no iniury will occrrr to another vested water right or preclude another
Owner Of a vesfed water right from seeking relief in a civil court action-
4 The constnraion of this well shall be in cornpliance wffi the Waer Well Construc{ion Rules 2 CCR g2-Z unless
approval of a variance has been grranted by the State Board of Examiners of Warer Well Construaion and Pump
lnsallation Corrractors in accordanoe with Rule 18'
3) Apprwed Fursuant to cRS 37-92SO2(3)(b)0lxA) as the onty welt on a tract 9f larld ot 39.2' acres described as-
rhe sE 1/4 of the NE 1/4 of sec. st, Twp. d Sb.,tn, Rng. E8 West of the 6th P.M., Garfield Counv. More paniculatly
ctescribed on the anached ofiibit'A'.
4) The use of ground waer ftom this well is limited to fire protection, ordinary household PurPoses inside uP to three
(3) single fa*ify dweltingg inigation of not more than one acre of lar/n and garden, and the watering of domesic
animatl suctr as poulqf and fvestock This well shall be knorn as Kindall Homestead #4-
5) The maximtrm pumping rate shall not exceed 15 GPM.
6) The retum flow from the use of the well must be through an individual wase wder disposal system of the
nona/aporative type where the water is retumed to the same stream system in wtricfi the wetl b located.
n This well shall be consbucled nd more than 200 feet frorn the location specified on this oermit'@n,,-r,
A,>f '- *f{n i
DArE rssueo JUL 1 q t}95 3.r,^ ro* DArE JUL t { lggl
Block:Sqbd,v:
TJA(jts I5/ 269766
(5) THE LOCATION OF THE PHOP,O9ED ,W-EL.LarJ the area on
*hich tfre water wilt be used must bqindicated on dre diagram below.
Use the CENTER SECTION (1 sestion. 640 acres) for thewell location-
(7)
+
I
I
I
I-F
l
I
!
I
II
_T
I
It
I-+
-+
+
I
+
+
+
I
I
--i-'- +- -+-- +- +
I< r M'LE, rrgo *ta4l+++++
I;
r NoRTI'l SECTION L[!E -
t -
lllbril-+- '1-- L; it4a;;i rr EgL- I _ i- t _Elilrll'l,lI SOUTH SECTION LINE ;tlrr+++llrtl
-+-+-+--F-+
+- +
I
It+
I+-+
I
r NORTHT
ll.
!
+--i-
I
Ir-lr
Ij--+
I+
t
I-+
The scale of rhe diagram is 2 inches = I mile
Each small square represenu 40 acres.
wATeR EO.UTVALENTS TABLE (Rorrrrded Figurcs)
An acre-foot covers I acre of land 1 foor dc€o
1 clrbt€ tcot p.r racond (cfs) . . , .tag getlorr p€t minute (gpal
A famity of 5 will requite aPptoti,nalelY 1 lcrG.foot of wet6 p€" y6ar-
t acre.foor . - .43.5@ ssbic feet . . . 325,9@ galhr.
l.OO gom osmPe6 coatinuo{5ly l9r one da/ prodrrccs 4.42 act+f.€t-
Legel descriptioni
(11) DETAILE? DESCRIPTION ot :tl.9u* of sround water:
sy$cmtobeutd-? - _ ^ / -*- --?- n
used on this land, incruding wells. Give Rfoistration and Water Coun Case Ntrnbers.
Used for (gurpose)Description of land on whicfr uscd
(121
TYPe or right.'1 t
(6} THE WELL MUST BE LOCATED BELOW
by distances from section lines-
2-158 ft. from Ncr*1, ssc. ttne- (nofin or rourn)
,r9 I ft. rrom E".afr sec- rine(crst o. w6t)
LOT_BLOCK_FILING r_
SUEDIVISION
thc only well on rhis uactT-z(49
(8) PROPOSEp CASIN9 PROGRAM
Ptain Ccing
.tcom--Q--A-o3-Q--tt
in.tcocrt 20 rt.* 6-*o n
casr-ng
in- from
-
ft. to- ft-
u?Z ia.tamlfD a.o-@-n.
(9) FOR REPLACEMENT WELLS eivedistence
a;d direilfrom old well and plansforglugging
it:
i ,/4
Horahold urc md domcstic wells must irdicatc type of dLgosd
,G\
l-ocArED
(13)THE APPLICANT(S)
TRUE TO THE BEST
STATE(S) THAT THE ]NFORMATION SET FORTH HEREON IS
OF HIS KNOWLEDGE.
No- of
otu"r"r, 3? bO
ilGNATRE OF
ER ENGRS ID:3O34ElCr97EEi
COLORADO DIVISION OF WATER RESOURCES
818 Cenennial Bldg., 1313 Sherman St, Denver, Colorado 8O2Gt
rAUE /x-W-EAY=T3-98wRJ.i-?(e". 76
.-.
Application must
be complete where
applicable- TYPe or
print in BLACK
!!.!! No overstrikes
or erasures unless
initialed.
PERMIT APPLICATIOry F9RM
il A PERMIT TO IJSE GROUNO WATER( } A PERMIT TO CONSTRUCT A WELL
FOB: ( )APERMITTO INSTALLAPUMP
WATER COURT CASE NO.
(1) APPLICANT - mailing address
NAME Nil(t ffiarthrsrtle
srneerBoX \OA 11
CITY
TELEPHONE NO.
ga3- +tbt
(2) LOCATION OF PROPOSED WELL
-,n* GfteF-tirn
r*,r. (,,, ].. nnn. ?" flJ.
-h-P.M(E.w)
This well shall be used in gJch a way as to cause
no materiat iniury to existing water rights. The
issuance of the permit does not as$Jre the applicant
that no iniury will occur to another vested water
right or preclude another owner of a vested water
right from seeking relief in a civil court-action. t^-^
.\FiRcvEO AS A REftTCEMENT OE WETIJ W.@
r!-,9 EOSTNG WELI MUST B€PLUGG:ED AI'ID ABANDONED
ACCORDING TO THE R6[/ISED AN9 A}'ENDED RULES AND
REGULATIONS FOR WAT=R WELLAi\{) PUi\T-O INSTALLATION
COi.ITP;fiORS. THE ENCLOSED AFFiDAVIT MUST BE
sutsMITTED WITHIN SXTY (60) DA'ts AFTER THE
col'isTRucTtoN oE rHE NEVV WELI- N;RR^r!NG rHAII
wzulnoJ-. 'aia-wAs PI-UGGED AtD ABANDoIED'
to b€ approptiated (acr+feet):
Number of acres to be irrigated:
ftoposed total depth (feet);25o
Aquifer ground water is to be obeined frcrn:
Enno ono Gfaoo:L - .
O,vner's well designation
GRO.UND.WATER TO BE USED FOR:
( ) HOUSEHOLD USE ONLY - no irrigation (0)( ) TNDUSTRTAL (5)
( } IRRIGATION (6)
( ) MUNICIPAL (8)
FL z.orthe hld.Y.,section AL
( N,SI
(3) WATER USE AND WELL DATA
p16p9sed maximum pumptng rate (gpm)
Average annuel amount of ground water
t5
D(t DoMESTIC (1)( ) utvesrocK (2)
) COMMERCIAL (4)
) orHER (9)
OETAIL THE USE ON BACK IN (11)
(4) PRILLER
Name
ttLutlv LU
EE0;o 88a
BE.ffi.ffi-
(x) RqPllcEMENr FoR No. ,l tf lU o - :
FOR OFFICE USE ONLY; DO NOT.WRITE lN TFIIS
Receipt No.
Basin
ztotl
Dist.
r-5
APP L ICAT I O N APP RO.V-EB
PERMIT NUMBER
DATE ISSUED
l(
,w2
Telephone No,,.'". *". 8?{-'-38 COUNTY 23
-=MAF13-9El
16,24 FROM=MCLAUGHLIN WATER ENGRS I D ' 3O34E}697Ei6 FAGE 16/26
THIS. FORM.II IJST BE SUBMITTE D
fiT}IIN 60 OAYS OF COMPLETION
oF iHE woRK DEscRlBEo HERE'
ON. TYPE OR PRINT IN BLAC(
INK.
ADDRESS
DATE COMPLETED llt
COLCRADO DIVISION OF WATER BESOURCES
1313 Sherman Street - Roofir 818
Denver. Colorado E0203
WELL COMPLETION AND PUMP INSTALLATION REFORT
pERMrr Ntn BER ll.fl?Xo
BECEIVED {o
JUL 2 6 B8A
S€E E
sillTE "
wELLowNER-lt'hit<t fYl8nrlJrs-rl 5F .%orthe-nl^/ o$t". 32
t/L p.u.
.1992- HoLE DTAMETER
-l
in. from D to / --q ft.
--i1-j6. from l2-\ ,o 4OA n.
in. from to
-
ft-
DRTLLING uanoo (*|rcl +Rat42Ll
CASING RECORD: Plein Cering
Size a & kind Stteu from O 16 55 ft.
size-f &kind Pi*srrctuo^ 7G ,o lLo n.
Size 5 & kind .?J-*,trqrom .7o ,o ^z.ao-fr
Perforoted C;aing
Size 7 & kind 3zr-:zt- rro* 55 to I 25- fT
size 5" &kind ?t+=l'ctrom lLo 16 €co 1.
Size-&kind from-to-ft
GROUTING RECORD
Cs nts tr
5'rntsl
Material
Intervals
ptacement Method Gea piB -
GRAVEL PACK: Size
lnterval
TEST DATA
DateTested -il- -,$L
Static Water Level Prior to Test v- 't"-Tt
Type of Test PumP
Lensth of rest .i-Jla u +---
Sustained Yield (Metered).7 G.7. n
&'lo rt
WELL LOG
c
t4
Lftvh borrr$zBS 1an6
2*Aoo Rto fi i,?ier
ltoo Kto Rock Foraoto-rion
TOTAL OEPTH
Type and Color of Material
Use additional Pagct
4oo /
Final Pumping Watcr Lwel
From To
water
Loc.
cl9766 PAGE rc/:zci
lp, ltltc Lvr'A.llts'lr \''l Illl t r1\'r va'LlJ ILLIL'lru ulsot:,t-tt I tvl
.ffifohffi water wiii-Sffidiasram betow. I UvaisuncerTrom recdon line6.
Use the CENTER sEcrloN (l section, 640 acres) for ttre well tocation' I 15 qo ft. from ErqItF^1, , seq rine r
+ - + - + - + - +- +- - + - + - +l +
-Tno-iirti6i6-
I I lfi oc rt. rromI I rMrLE,s,.oFEEr-j ll lffOO ft.from+.F#soc.line
t++++++++ | Lor-BLocK-FtLlNG *-
I I I suBorvrsroN
I t I ' I ll eOeareo oryner:hri-KzWVrrrlrr(r:E+""1'"+ Er-+-T-+-* -r- -l *o.or.",* \Q---l*rthisbe;t
=t
;^ i ; Iil il"."";TI -l r I r 16 . I I*TT E ; T[talpRoposEpcAstNG.pRoGRA!!
ll ;l I I I lE llnaincasirB+1. Hi--T-l-*-j= + -l J in.r.o- o 1.16too r.
I
rl
l_+- )
lr,
t-i-
I
I_r--
I
I
II
I
I
I
I
L]N
I I t i I I tl-in.rrom-t.to-f.
+ - -{- - - -f - -Ll Perforatedcasing
I I I f l 5-in-rrom '6ct rt'1o25o t'
I r t + + + + + +l
-ln.trom-ft.to-ft.
ffTI r I I tltsrr.l--+ -+ -+-+-+ -+ -+- - +l ?il
t
The scale of tfie diagram is 2 inches = 1 mile I +
Fl5oo
Eactr stnatl squar-e represents 40 aoes. I 2oO ' fO ?AST.
Fl\\ o\$ trJFtl tr)\\^CQrtt?rff
(10)
Owner{s) :No. of acres:
Legal
(1I) DETAILED DESCRIPTION of the use of ground water:Hoosehold use end domertic welh must indicate type of disposal
synem to be u3ed- Hor:ss ontr I n
(12) OTHER WATERIIGIIIS used on rhis tand, including wells. Give Registration and lrYater Court Case Numbers.
Used for (purpose)Description of land on which used
WATER EOUIVALENTS TABLE (Rounded Figurec)
An acrlfoot @vcc 1 acre of land 'l (oot dGeP
I cubic loor per second (cfr) , , . 449 gatlons per minute (gpml
a f8mity of 5 wilt require epprorimalelv I acre-lool ot water 9r+ ycer.
I acr+foot .. . 43560 cubic feel . . . 325,9@ gotlon3.
1,00O ggm oumged continuously for one dey produccs 4.42 acr+fect-
FOR R EP L AC EMENilTVE-L-LS sive distance
and direction from old well and plans for plugging
Type or right
(I3} THE APPLICANT(S}
TRUE TO THE BEST OF HIS KNOWLEDGE.
o.a L(
STArE(S) THAi rHe INFORMATION SET FORTH HEREON lS
AtrLtcAA
dtfriJ
yGNATUFE or
-
',-- :i!n\; . JJV\
(tflst
!.trM
rhi
Usc additional sheets of papct if more space ir requircd'
Llo
.MCLAUGHLIN WATER ENGRS rD- 3634€,Osl766 I-A(;E 2t / 2a
WATER
Make Gor'rldsPurnp
I ype 5ES0?&12
\ raer.e
\
S.-s\\--
Powered by .Eleqtric HP -3/4
Pump Serial No.
Motor Serial No-
Ko 58005
L82
Date lnstalleo 5-&-8j -
Pump lntake Depth 246'
Remarks
II'ELL TEST OATA wTH PERMANENT PUMP
Date Tested
Static Water Level Prior to Test
Length of Test
Sustained yield ( Metered)
Pumping Water Level
Hours
Gprvt
CONTRACTORS STATEMENT
The undersigned, being duly
pump installation descri
thereof, and that the
oath, deposes and says that he is the contractor of the well or
t made hereon; knovrrs the content
License N". ..1j96
State of Colorado, county or
--E6rfig1d
SS
Subscribecl and sworn to betore rre tn,c 2gljlll"v of Februarr'r - , 19 --&'
FORM rO a€ MAOE ouT lN oUAORUPLTCATE: $ltilTt, FORM rrrort br rr oriliorl oogv on bolrt 'i6 rn alrrd.
t nttyE ANO CREEN copr. murr b. tir.d urh ih. S6t. En9i67. PINl< CeY ir lor ttr Owfrcr rod YELLOW CO'Y It lot dre Orllht.
coNE OF
D€PRESSION
Remarks
Mv Commissiontn,^.
wffiLo-
:25 FROM:MCLAUGHLIN S,ATER ENGRS
I(EUrt v Lt, w
EE0;,0 Paa
ffi,ffi
si#-',=,^ -..j 5r c;#:_;:
I Ll: 3It3{uvr:J,,lfE
Apptication must
be comPlete where
applicable. TYPe ordint in BLACK
lNK No overstrikes
or erasures unless
initialed.
COLORADO DIVISION OF WATER RESOURCES
818 @ntennirl Bldg., 1313 Sherman St., Denver, Colorado 80203
PE RM rT APPLTCATION EO.RM.
) A PERMIT TO USE GROUND WATER
} A PERM]T TO CONSTRUCT A WELL
) A PERMIT TO INSTALL A PUMP
(
(
FOR: (
(x) REPI-ACEMENT FOR NO. II ,I1'.6 ..( iorr-ren , r"
WAIER COURT CASENO. . ( / ti---- '
SEj: g ; :l:i,
.$liTl.: ,.: .j-i.- ",' ';s.,r:::. j:. l.l.:)1j?
(1) APPLICAN.T - mailing address
NAME t{ti\(z SarthtsrER
srneer-Box lOa J1
CITY
TELEPHONE NO.
q23- +tLt
(Z) LOCATION OF PROPOSED WELL
_,",rGffEHitn
S e z. of tne \1 ld %. Section 3 7-
r*p. (o S-, **. 33- Jr), L t-,-
(N.s)(E,W
(3) WATER USE AND WELL DATA
ftoposed maximum gumping rate (gpm)
Average annual amount of ground water [-5to be oppropriated (act*feet):
Number of acres to be irrigated:
Propored total dePth (feet):250
Aouifer grround water is - 5. o66i6gd from:
6qno Ono Gfaqotl
O,vner's well designation
GROUND WATER TO BE USED FOR:
( ) HOUSEHOLD USE ONLY ' no irrigation {0)
DETAIL THE USE ON BACK IN (1 1)
FOR OFFICE USE ONLY; DO NOT-WRITE tN THIS
Receipt No-
Basin
7?ott r
APPLICATION APPROVED
Dist.
l5
This well shall be used in such a way as to cause
no material injury to existing water rights- The
issuance of the permit does not assure the applicant
that no iniury will ocanr to another vested water
right or preclude another owner of a vested water
rigtrt froiir seeking relief in a civ-1|- co-urt action-
App,,iCvEo ASA REilrmrrs*_Of ,,rrEltj t{o,.Z@
i'r;g D(ISTING WEIL t{USf BEPII.IGGED AND ABANDNED
}.C'ORDING TO T}IE REVISED AT'ID A}'ENDED RULES AND
REGUI-ATIONS FoR WATER r^rELL AN-r PUylP INSTALISTION
COI.ITPACTORS. THE ENCIOSED AFFIDAVIT MUST BE
SUtsfuTTTED WTTHIN SD{W (60} DAYS AFTER THE.
coiisrRucTtoN oErHE NEVtf WEU-AFnRMING IHAIwuio. zazauwns nueGEn AIQ AEANDONED.
i;(1 oouesrrc trt( I LIVESTOCK (2}
( } COMMERCIAL (4)
( } INDUSTRIAL (5)
( ) TRRTGATION (61
( ) MUNICTPAL (8)
( ) orHER (9)
(4) DRILLER
*.-"SIL,Y.^DF \\ i n\ Co
S,r"o
Cf.,
rcrephone *. Q2z -SS3 Lic. No. S9y
EXPIB.ITION DAfut
t'-38 @UNTY x
YJRJ-5;Rcv,76
LAUGHLIN S,ATER ENGRS
w Oicated on the cliagram below'
Use the CENTER SECT]ON (1 section, 640 acres) for tre well location.
I D. 3Et3{ucr57bb rAgE 394 -o
-+-+
I
I++
I-+-+
I++
I+-+
I
I++
I-+-+
I
t++
I
--+- - +
-+-+-+--"L-+
l{- r M;LE, s28o FEET
--}l+++++
t;
r NORTH SECIION LINE -^L[,lrl+-r-I-r-+i i*l; l;9l ,lrlE
Sltlll=El ,l,l==p--r--T-T-T?l,lrl
-1,r,-rI souYl.t SECTION LINE III+++++rtl
-+-+-+-+---F
+
+
+
I
f
+
+
+
+
NORT
t
I
+-
I
t
+
I
+
I
INoR
r1
rl
I+-
I
+
If-
I
I-+-lx
I
I-T-
i
I-+-
I
I
I
I-+-
I
The scale of the diagram is 2 inches = 1 mile
Each small square 4O acres.
WATER eoulvALeNTS TAELE (Rounded Figures)
An screfoot covers 1 acre of land I foor cteap
t cubic foot per recond (cfs) . . . 449 9'gl10A3 9cr minulc (gpm)
A famity of 5 will require approximately 1 scttstoor o, weter' 9cr v6ar.
1 acre.foot , . .43,550 cubic fes - . .32530o gallon!.
1,00O gom oumped continuosrlv for one dcy producEs 4.42 acr$feet.
by dinances from section lines.
15oO rLtum F$lllDE*i-rcc.'rinc t
I aocl n.from-I.LtEIE-rcc.Iinc(arsi-of w.st)
LOT-BLOCK
-FlLlNG
*
-
SUBOIVISION
(7)
LOCATED Orner: rr,til<z Yl\afilA(fEE
No- of acres \ O - Will this be
the only well on tnic tractZ h9 S
(8) PBOPOSED CASING PROGRAM
Plain Cacing
J ,n.rro-6 1e lO0 rt.
in. from
-ft-
to-fl
Perforated casing
5-- in. from loet tt. .o 45S t .
in. from ft- to- ft'
'''5oo' To no"f]n
2oo' To ?AJf
Fril ors rDrll o\-n^Cemtlg;
o
(11)
ryficm to be
frl9. 9f ssres;'1o
of rhe use of grou.nd water:Household usc and domertic wellr must indicate type of dispord
I r4
(9) FOR REPLACEMEI\!T WELLS givedistance
ana Olrection trom old well and ptans for glugging
(ii) Offfgn Wafgn ntCXfS used on this land. inctuding wells. Give Registration and Water Coun Case Numbers-
Used for (purpose)Description of land on which usedType or right
(13)THE APPLICANT(S)
TRUE TO THE BEST OF HIS KNOWLEDGE.
o.s
Usc addirional 3hcctr of pepor if more sprcc ir rcquircd'
use aootttonal thccts ot oaocr It dtore 30acc It rcQulteo'
STETEISI THAT THE INFOBMATION SET FORTH HEREON IS
'aezLrcANT6t
dMl,I
ll/t
description:
S,cNArule Of- i: ', itA
@ Fpoll .MCLAUGHLIN WATER ENGRS ID,3O34BO97EE
P,Feur\vltuJLrir+
EBz/1998
I'AGE 23/26
.
Cor.rrtesy of Shelton Drilling Corp.
(s7o) 9274182
lnficrmation Conceming SubdMsion :
PERMTT# NAME
114980 Manchester
MH-1Tffi Hood
18frc.2 Kindall (1)
188404 Kindall (3)
188403 Kindall(2-A)
B€cr&ErG$EF lgsg
YIELD DEPTH STATIC LEGAL OESCRIMON.
SE l.lt / Sec 32 T65 R89W
ilE NE Sec 25 TES RE9W
NW SE S€c 25 TOS REgw
SE NE Sec 31 TGS R88W
NE SE Sec 25 T65 RSsw
0400005000030000450008100
0.0 494
OATE
'9t20t82
7ROr91
Et24t95
9/8A5
6t17txi
Y- I 3-SlB 16.26 FROM.PAGE 22/26
AITACEMENTB
WET-L RECORDS OBTAINED BY RESOURCE ENGII\IEERING INc.
{UGHLIN TATER ENGRS ID:3o34E,Bsl7EE I-AUE Zq/ ZO
sI
TYELL CONSTRUCTION A-ND TEST REPORf
irATE oF qoLoR PqLoFFtcE oF TI{E sf,ATE ENctN
I UELL PEilT NTTBER 188402
lrsAqA6ess : re$eHury l33 I
Cfry,SL Zp: CabnCaE Co. Bf6a3 IPhdE (gro) S€srrr) |
OETANCES FROTI SEC. IJ},IES:2W tt fua Sodir Sea ttE. md 1399 fL fio
sl,.Eot\fistotrl r uoT I
STREET ADORESS AT VI/EI,j- LOCATION :
APPROVA T! Gl,rsgr€liqtffi
m Ed Se.eE ORBLOCK FruNGruMI)
GROUND SIJRFACE EIEVATIOT{
OATECOMH-EIED trtt21tsr5 TOTALDEPTH 300 ft. DEpTHCOMpLETED fr.
5.GEOLOGIC LOG :| ..***,,TO(tODepfi I ryp.oruacral@ 9.0 0.0 30(f-IZg | \rbeafucs, FhEffil wrarca-rarnasr - -
6.5 s0 300
7- PIJIN OASIT.IG
qr(n)KirE r,qTSl.E ffi(r)Io (E)
o
o
0
PERF. CASING: Screen SIOI SiEe:
I,\ATER LOCATED :
REIiARKS : Flobbtobeabndonedbydienu
8- F'iilerPack
ftl#td:
Sta:
lntenal:
9. Pad(erPErnent
TlPe :
Depdr
10.GROUNT.IG RE@RD :
lffi A,rE lr D!ilt,{fiEnd PtrcarrEfil
11. OlSlNFECTlOi.l: Type: HTH Amt Us€d: oiL
12. IVE-L TEST DATA : I I €hcck Box tf Test De b $kdted On Srmlenpntal Form
TESflNG METHOD : AfCorrpcssor
O gPfiI
2 lr?s.
StfE Lad : . O C- ETrrp lleaoned : OSfZ4rgs
nrnphgl,.evd : Total fL Ot/Iinplneasr.red : 08124/95
fLnraE :
ftotlndim Rate
Testlengrth:
,? fli-datmrEErdEr,rqlrrrad.cl!.trtail---
tirrtita g!-lt- -E.rrrraD-..-t n*E)
CONTRACTOR : SHrr Ot0iltg Corp.
fEra Arl{tEr - O Ct Ekw tn<o n:r ..Yt trAr{
.(r5xarg,t:5. [rc.trEIE
Ptpne : (S/O) 9,741&.
I ie Na '11106
(Pra.aF
iartE/ Tib 1P1s6. Type a ftit)
V\frpe Shelton / Presidert
S;Sfiaure Dd' og'il1t$
UTEII CONSTRT'CTION AND TEST REPORT ;sirEoF coLoRADO, OFFTCE oF THE STATE ENGINEER I
ilblng&fess
Cty. St Z1p:
Ptgte
63KL $relfny 133
CrlooCate, Co. 81@3
(s70) B3E7s
USTANCES FRCIvI SEC. U[.IH*
1g/l5 A tun Sot lt Sea une. a*, 1.(6 fi. fiom Eas{ Sec- he- OR
St EDMSIOI{: LoT BLocK FTUNG(1N;1)
STREET ADDRESS AT IN,EII LOGATIOTTI :
OATE COiTIP! ETED 08r25IlI5 TOTAL DEPIT 3m fL DEFTTH COMPLETEb ,t
'uiwr Fonransr
Type :
Depilr :
Ntdirrtd:
*=;
lntenral:
WATER ENGRS I D: 3O34BO37EE
5. GEOLOGIC LOG :
WATER LOCATED :
REMARIG : Hde b to be #rdoned by di=t-
fTEsr DATA : I I ctEck Bq lrrest
TESING METHOO : AirCqrPresor
l.AGts 25/26
sl.ticLcld: O t, DaCTnri/Egrrcd
h.rtffngt-evt{ : Totil tL Dcrfumi,te.s€d
Renrfis:
6D5EE
6/25195
Ptodtrfirt R& :
Testlsgh:
0 sP.lt
2 hrg
f r-tsalIE-l
@NTRACTOR : Shehon Dretg Corp-
itrne i-r l& iPleas€ Type or
Wayne Shdlton / President
Sigltaure
Ptnrc : (97O) gz711e.
18&rO3
-----EAY-13-ge 16, 2? FROM : lICLAUGHL I N STATER ENGRS I D: 3o3quulj7bb
Gti
1.
WELL CONSTRUCNOil AND TEST REPORT
;TATE OF COLOFIADO, OFFICE OF THE STATE ENGINEER
I reII PERTIT NTflBER 188404
ffisFtcErrsFoEY
A'PROA,AL'GYiB1SI€
q,rrNarqg: KrrGtEnch
lffirg Addess : 6336 $at Hury 13(t
C&y. SL @: Carto;ale, Co..81@
Prsre (970) B38rS
3.V}ELL LACATIOITI AS ORILLED SE 114 NE
ON,SIAiICES FROITI S€C. UtErS:
ru fr. fon ftrtr SE Eraad
SI.EDIVTSIOD{:
SIREETADDRESS AT\A,B,I TOCATION :
111 Sec. 31 TrYp. 5S RaEe Egtfl
591 ft. tom East S€c. [ne. OR
fOT BLOO( FlLg.lc(UNrD
I @NDSFEEEIEVATIOII-
-
ERILUilc irlETHoD AirRotary
DATE@uptErED trgrosrgs ToTALDEPTH qxt fr. oEPmcoMPLErb fL
5. GEOLOGIC LOG :5,[e.ED|AL.(h]FRCrl (frt TO({l}
DcA0r Iype of nttEol(Sizp. Cobr. adT)De)9.0 0.o 30
(Els)Vdcarica, Flqfs 65 30 soo
lSqX,lrarmn'Fqfltdin
TFUIT$NG
@ (ir)ffit-l lrbusiac Fgtr(A) | ToG)
o
o
0
0
ETTErelscresr Slot Size :
'/\ATER I.CCATED :
REMARI(S : Ftole b ro be ffined W dbt
ItrtderH:
Size:
lderual:
Type :
Derfi :
XlBil Aln, lt O!nq,liln/rl PlacdrEr
iffiTE
TESNNG
Selb Ler
Prnrpittg
Remrts
.a l!-.ElI r^ E-tlarrta
COO{TRAC
Mrftia,Aa
iMETFIOID: AtConprcssor
d: O t Dilerl.rr:
LcuC : Totd fL Ddfurt
il-trg-aGr=r-trr--).Et aaii- Ir. bEl-5-a r- t rtm
ITOR : SlcbrDr5tgCorP-
aa s Sr.rsritEl On SLPpErEotal Fotrlt
iJierrc.l : 09,O8r95
Irlcangat : G/8/95
P6auaionFH: 0 gP.n
TeC Lergih :2 hrs-
' Ptrno : (971C) !fiI11gz
I ic I{o
@Prttl
V\Iaytre Shelbn / Preserent
I S*r*urc
I
!
@nlxn
MYERS SIZING TABLES
LAYOUT SKETCH
FRICTION CHART FOP PVC
Solct Min.trxrm Asin Oe@r e thet 2rl2 tl. ol BasrnMr in Ga[o.rs = puflp Capsoty ir GpM.
SCHEDULE 40 ptpE (Ftow Coefticienr C-l50)
K3108
1/88
RECOMMENDED BASIN DIAMETERS
GPT 'I E'24'w 35-48"
20
25
30
35
40
45
50
60
70
80
90
100
125
150
175
200
225
GALLONgFOOT
OF BASIN DEPTH 13.25 23.5 36.8 a3 %.2
GALLONS IN 2%'
OF BASIN DEPTH 33.1 58.8 92.0 132_5 235.5
AII CHARTS INCLUOE- 1 CHECX VALV€, I GATE VALVE E 5 ELAOWS
7
7
t/
7
Y
11h"
v velcrry'nFr,Sec. x, - r.*oEilffir,-affir Mrn GPM & Vekccrty per piFc Srze
LOS AMIGOS RANCH
DESIGN STANDARDS AND MANAGEMENT PLAN FOR INDIVIDUAL SEWAGE TREATMENT SYSTEMS
A. Purposes
The purpose of the Design Standards is to establish advanced design practices which shall apply to
the installation of onsite waste water treatment systems ("systems").
The purpose of the Management Plan is to provide effeclive management and operation of theSystems. The Management Plan provides a funding mechanism for inspections and routine
maintenance of the Systems. lt also provided mechanisms to insure that necessary repair or
replacement of the Systems is performed in a timely manner. The Management Plan is not intended
to provide for common ownership of the Systems, nor to provide common funding for construction,
repair or replacement of the Systems.
B. ResponsibiliV For Desion Standads And Manaoement plan
The Design Standards and Management Plan shatt be the responsibility of the Los Amigos Ranch
Homeowners Association, lnc. (the "Association"). The Architectural Review Committee of the
Association will be responsible for insuring that System cpnstruction conforms to the Design Standards.
The Association shall retain a qualified operator to perform inspections and routine maintenance and
to advise the Association when pumping, repair or replacement of a System is necessary.
C. Funding
The Association shall adjust it's Architectural Review fees as necessary to pay for implementation of
the Design Standards in the initial construction of Systems. The Association will collect, as a yearly fee,
sufficient funds to pay for the inspeciion and routine maintenance of Systems and administration of
the Management Plan. The necessary pumping, repair or replacement of the Systems, as determined
by the Association in its sole discretion shall be the obligation and financial responsibility of each
individual homeowner.
D. Desron Sfandards
Systems shall conform to the following specifications wherever practically feasible.
1. Tanks - All septic tanks shall be sized for a minimum of four bedrooms. All tanks shall have
effluent filters at the ouUet and provide for dosing of the absorption field. The top of tanks or risers
shall be within 4 inches of the surface to allow pumping of all chambers.
2. Treatment - All Systems shall utilize Trickling Filters to lower BOD, suspended solids and nitrate
levels.
3. Fields - All absorption fields shall be sized for a minimum of three bedrooms. Trench segments with
at least 6 feet of separation shall be used whenever practically feasible. A minimum of three
similarty sized hencfr segments should be installed with altemating values or a distribution box that
allows isolation of each segment. Monitoring pipes shall be installed at the far end of each trench
segment to allow inspection of field condition. lf a bed must be used a single dosed zone is
acceptable. lf mounding is required to establish 4 feet of suitable soil, a single pressure dosed zone
is acceptable. lf a bed or mound is used, a minimum of two monitoring pipes shall be installed at
the far end of the bed or mound.
E.. lnspections
Routine inspections shall be performed bi-annually for two years following installation of a System.
Thereafter, routine inspections shall be performed annually. Additional inspections shall be performed
as deemed appropriate by the qualified operator.
F ' lndividual Homeowners Responsibitities
1. Remit to the Association in a timely manner the yearly fee for
G.
the pumping fee as required, and any charges for enforcement action
2. Provide access to the System for purposes of inspection, routine mai
enforcement action by the Association.
3. Provide 11x17 as-built drawing of the System showing lot num
direction, scale and the location of the residence, driveway, sewer
absorption fields and monitoring pipes.
4.
5.
lnitially install and subsequenty repair or replace defective Systems, as
in accordance with the Design Standards and applicable Garfield
Complete necessary repairs or replacement of defective Systems, as de
in it's sole discretion, within 30 days of written notice of a defective
set forth in the notice.
Associ ati o n Re s po n si bi I ities
1. Administer the implementation of the Design Standards and
2. Set yearty fees and determine pumping charges in a manner that
Plan.
3. Retain the services of qualified personnel to perform inspections,
the Association regarding necessary pumping and repairs or repl
C c-vn FtalJ ) F R r"ett &.dp.
Retain the services of a tank pumping company to perform neces
Billindividualhomeowners as needed and issue notices of defective
appropriate by the Association, in its sole discretion.
6. Retain records of all inspections, maintenance, pumping, repairs,
actions.
0
Enforcement
1. The Association shall take the necessary aclion to collect sums that
may include the imposition of late charges and/or interest overdue
appropriate by the Association.
2. ln the event a homeowner fails to repair or replace a defective
written notice, the Association shall have the authority to take any
until the defective condition is repaired or replaced.
Fine the responsible homeowner a sum not to exceed $1
Curtailwater service to the responsible homeowners
Contract for the repair or replacement of the
responsible homeorner, advance sums on behalf of the
rate of 14o/o, and impose an administration fee not to
ln the event the
Garfield County
necessary.
Association fails to enforce these Design
4.
5.
H.
A.
B.
c.
3.
shall have the right to take such action against Association as it deems
and routine maintenance,
taken by the Association.
, pumping and any
', street address northerly
from the residence, tank,
by the Association,
Health Codes.
by the Association
or such longer time
of the Management Plan.
funds the Management
maintenance, and advise
of individual Systems.
pumping.
as determined to be
t, and enforcement
over due and unpaid. This
sums as determined to be
in the time set forth in the
all of the following actions
condition on behalf of the
homeowner at the
$1000.
and Management Plan,
BEATTIE & CHADWICK
ATTORNEYS ANO COUNSELORS AT LAW
7IO COOPER AVENUE' SUITE 2OO
GLENWOOD SPRING5, CO AI60l
STEVEN M. BEATNE
GLENN D. CHAOWICK
TELEPHONE pm) 945{1659
FAXpm)gs-8671
KAREN J. SLOAT
April 27, L998
Mark Bean
Garfield County Planning Department
Garfield CountY Courthouse
LO9 Eighth Street
Glenwood SPrings, CO
Re: Los Amigos
Dear Mark:
Enclosures
pc: Robert H. SPuhIer
Jerome F. Gamba
Lawrence R. Green
Lee Leavenworth
Kevin Patrick
SherrY Caloia
John M. Kaufman
81601-
Ranch Filing 6-l-0
on beha}f of Colorad'o Mountain College, I would. Iike to
submit the attached letter as a written comment for the
consideration of the County Commissioners in connection with the
continuation f,o- a.igos nairch hearing, which I understand is
scheduled for i:oo plrn. today, p1pri;--)t,. l-998. cMC does not plan
to offer any live tLstimony at the hearing'
Please let me know if you have any questions'
Yours very tru1Y,
Gttiirre.LD ixX,tnITY
Chadwick
APR 2 :,? 1998
BEATTIE & CHADWICK
ATTORNEYS AND COUNSELORS AT LAW
7IO COOPER AVENUE' SUITE 2OO
GLENWOOD SPRINGS, CO AI60I
81 601-
TELEPHONE pm) o1s.w9
FAX (970) g5-8671STEVEN M, BEATNE
CLENN O.CHADWCK
KABEN J, SLOAT
April 27, 1998
Board of County Commissioners of Garfield County
Garfj-eld CountY Courthouse
l-09 Eighth Street
Glenwood SPrings, Co
Re: tos Amigos Ranch Filing 6-10
Honorable CountY Commissioners:
As you know, this firm represents colorado Mountain college'
cMC vice president Robert i.-siunrer and r appeared at the Aprir
13, 1998 County Cornmission"t="hearing regardlng los-Amigos Ranch
Fi1ing 6-l-0. We expressed CMC's or"rill iupport of Los Amigos'
"ppii""tion, but stitea that the College is concerned that a
large numtrer of individual septic systems may negatively impact
the quality of the Spring v;li;y-.qi,it"t, which iupplies domestic
watei to crtc, Los Amigos Ranch, and others'
At the time of the April 13, L998 hearing, w€ had just - - .
received the April 10 , Lgga report by -John Xarliman of Mclaughlin
Water Engineers, Ltd., and had not nla an opportunity to evaluate
it,. since that time, wQ have had cMC's engineers Jerome Gamba &
Associates, i;;.,-i".ri", the Mclaughrin report. Mr. Gamba
concludes that the Mclaugniin ."poit is the more credible of the
;;;;;a; submitted to the County, and recommends in favor of
centralized tertiary sewage trEatment. See attached letter'
In addition, we have
Engineer Robert B- Szrot
of the prior rePorts and
Based on the foregoing,
approval of individual sePtic
Filings 6-L0.
read the rePort of Garfield CountY
d;i;e aprir iz, 19e8, which reviewed arr
recommends central sewage treatment'
CMC resPectfullY oPPoses the
r systems for Los Arnigos Ranch
CMC believes it would be feasible to provide central sewage
treatment for Los Amigos nanch Filings 6-1-0 through the spring
-
VaIIey sanitation Ois€rict, as was contemplated-in the District's
origi-nal S".rri""- plin. Discussions are plesently underway with
the spring valley sanitation-pistrict, lls amigo! Ranch, colorado
Mountain coll;;;; Lii" springs Ranch, and regarding future
tertiary treatient of sewage from the Spring Valley area'
Board of county commissioners of Garfield county
April 27, L998
Page 2
CMCwouldnotethatseveralotherdevelopmen!:areplannedor like1y to """"t-i"
-Sprinq-Viif"V.
^ It is piobable that some of
these developers wiII sLek
-ippto.r.i
-t"5 individuat septic
=Vii"*=. Tha aofi"g" is conlLrned that if the County approves
individual septic systems ior fif ings 5-l-O of Los Amigos ,Ranch-'
it will come irnaer intense-fr"==rrr? !? approve the same for other
developments. A proliferation-ot indiviitual septic systems would
increase tne risk- or extent of injury to the spring valley
Aguifer.
We understand that the County has recently committed to
participate in the development of a comprehensl-ve water Quality
Management plan-[" *i"imiiE ammonia and nitrate contamination of
ttre Roaring Fork. In light of this commitment, cMC-believes that
centralized tertiary treatment is the only reasonable and prudent
ilternative for thii area of the County'
In conclusion, cMc opposes the use of individual septic
systems for Los Anigos nanln Filings 6-l-0, but supports Los
aiigo= Ranch's overall development plans'
RespectfullY submitted,
lenn D.
ttorneY
College
MChadwick
for Colorado Mountain
pc: Robert H. SPuhler
Jerome F. Gamba
Lawrence R. Green
Lee Leavenworth
Kevin Patrick
SherrY Caloia
John M. Kaufman
JEHOME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
113 gTH STREET, SUITE 214
PO. BOX 1458
GLENWOODSPRINGS,COLORADO 81602.1458
PHONE: (970) 945-2550 FAX: (970) 945-1410
Mr. Bob Spuhler
Colorado Mountain College
P. O. Box 1OOO1
Glenwood SPrings, Colorado 81602
Re: Report by John M.
dated 1O APril 1998
Dear Mr. SPuhler:
I have reviewed the rePort
21 April 1998
Kaufman on Los Amigos Ranch Potential lmpacts on Ground-Water
prepared by John
lvl. l(.drfrna", rucLaugtllin water Engineers, Ltd. dated 1o April 1998.
The author of this report does a highly credible job of describing the geologic/hydrologic
feature in eastern Garfield County ihat *e all know as the "spring Valley Aquifer". This
aquifer is an excellent water supply source for the Spring Valley Campus of Colorado
Mountain College as well as a number of individual homes and land developments'
including Los Amigos Ranch. lt is a natural treasure, that if protected, will continue to
provide Lxcellent duality water to the present and future residents of the Spring Valley area
for ever.
The effluent discharge from a large number of lsDS systems into this aquifer system has
an extremely high potential for degrading the natural, very high water quality in the aquifer'
While the degrad"iion proa"st *orld occur and intensify over time, as the ISDS systems
were constructed and operated, the deleterious effect on the water quality would be
irreversible. lf this aquiier system becomes polluted, the capitol and operating costs of
treating the water to return it to drinking *ai"t quality will far exceed what the cost would
have been for collecting and properly treating the sewage in the first place'
Every effort should be made to convince the Garfield County Board of Commissioners that
any waste water discharged to the aquifer, from this time forward, must first receive
tertiary treatment so thai the discharged effluent can virtually meet drinking water
standards.
rtfully,2Jerome F. Gamba
P.E. & L.S. 5933
.!,
Requiremenrs for Consrruction of utitities within [ncline village
Contenrs:
I. The IVGID plan Check and Inspecrion process
U. General Specificarions
III. Building Sener Specificarions
ry. Warer Service Line Specificarions
V. Communal Utilit-v System Specificarions
W. Joinr Trenchiag Specificarions
Wt Compound Iltcter Specificarions
WIL FIre System Specificatious
Df. IVGID Regulatious for lrrigation Systems
Appendix Inspecrion Requests
Ersr
z
1
5
7
9
l0
t0
t0
l0
u
ntr: 9/1196cEr-t.
tvGID Requiremenrs ro construct water and Sewer Sen.rce Lines
I.
L Before subminrng pians ro IVGID:
A. Obtarn TX.P.q. sump, if aopricabie.
B. Obtain Firc deparrmen! stamD, r,irvays required.
If a fire s]-stem is requircci vou mu$ have documenrauon on size ano trre s1'stem piaa
samped b;r rhe Fire Depanmenl
Plan Subminai Requuemenrs:
A. IVGID appiicadon rbr service mrsr be filed-
iu Provide or\Tter narne and phone number.
b' Provide agent name and phone number (if appiying for someone eise). If agenr isappiying on behaif of owner. iegal docum.nrauon or o*"n.r's ocsienation orasent isrequtreo.
c' Provide conE:lcrcr name c.1ci ohone numirr alci fue svstem conuacror name :ld ohone
number. if appiicable.
d Prcvide excavadon conuzlcror name and phone number.
e- All conuactot: are rcquired to register with IVGID for each properq'rhey are
associared with pnorro rhe sarr of each projecr
B. Thc applicant mu$ submir three complete ses of consmrcrion drawines. One ser of
con$rucuon drawrngs wril be reurned by the Disrrcr-
c- As a minirnum. rhe sire pian shail include rhe follo*ing informarion:
L Water servicc iine shorvrng connecrion ro IVGID warer main. IVGID shail derermise
sizc and locauon requred.b. Locarron or rt'arcr meter. wGID shail dererrarne sire and locauon requueci.c. Size :.oci wpc or rvarcr service line anci buriciing selver.d- Buiiding sewer showrng ciean-our locauons aao iocauon oiconnecllon ro Dismct
sewer rine-
Type and locauon of pressure rcducins value
Firc service iine. if appropnate. showing connec:ion to tvclD rvarermain.
Size and r.vpe or firc service line and loCauon and, t1'pe of backr'low Drevemlon cievice.All rrarcr and sewer intenor connecdons and use ooints
Cross-connection conroi (All warer uses *rrhin rhe junsdicrion oiiVGID are subjecr
to backt-lorv proreclron riom cross-conneclions per ivGID orcjinance 4. An:cie lj.)
Locauon anci access of baciovater vaive if requrred,-
3. MID Approval and Renrn of Stamoed plans
A. Allow ar least 48 hours for TVGID to compiere r.he pian check. aad at times longer.
dcpenciing upon cucumsances rhar prcvaii wrth tb,e proper-v.
B. Alt prciiminarv ttes caicuiared &om rhe Ptaa Check must be paid priorto IVGID approvai
stsEp- These r-ees arc subject to change shouid preiiru::rar.v fies nor rnarch finaiconsuuction- Final fee dercrmmarion shail be baseci ou as-buiit insuilations at t-tnal
inspecdon.
lncltr Villrgc Gcrrrf lnrprwtrrran Ois;rricr
Utilticr lnrprm r TOfl t33-l t09
)
f.
g-
tL
i.
?Gr.glarr6
IVGID Requiremeots to Construct water and sewer service Lines
C' If a water or:!wer np is reouired the excavauon contntcior is requireci to aopil' rbr a uopermit wrth IVGID uuiiries nvo rveeks pnor ro e.xcavadon. ir is rhe conu:rctor s
responsibiliqv to scheduie his rvork wrrh IVGID for coordinauon at leasr one r'eek pnor rothe sun of work.
-1. Consrruction phase
A. Tap reques! procedure:
a- Tap mnsr be paid for anci invoice number rssued.
b. Iap requesr to be tjlled, our by e.xcava[or.
c- Excavator mnsr schedure. and be prcsent for, usA line rocarion.
d' Excavator must cail Utilities Pipeiine. 832- l2l l. .18 hours prior to rip reoue$ darc. rocontirm ap dare and time- Excavaror musr be presenl ar rime of tap.
e' Excavator must cail Urilities Office. 832-1209. ro scheciuie inspecrion. -18 hor.rs pnor roup and sening ot service iines and meter.
L water and sewer taos made to Disu:ct mains are requreci to conform to comrnunal
sysrem sandaros which require an ''A" licensed conu:lctor to insall an;r prping rhar
shall be accepted as Disrnct propert.v.
B' All locarion requesrs must be cailed through u.sA. l-g00-2:7-2600. All persons
requesung line locariors must field *..t *ith IVGID personnel or no line iocation will begrven.
5. Preliminary lnspections
A' A warcr mercr musr be irsulled prior to a prcliminar,v rvarcr irupecrion requesr. one week
noticc for merer insailarion and iubscquent irspecdon is required.
B' All otherrequiremens must be compieted prior to prciimirury irupecrion requeslMinimum 48 hou nouce rs requred for ail inspe.rionr.
C' '{ maD of as-built utrlities must be completed pnor ro preiiminar.v inspecrions of warer urd
sewer iines (or pnor to r-rnai inspecuon tbr remodels). The rbllowing is required:
a-. provide sirc plan.
b' Properqv lines abuning fVclD-owned properr.v require lot line survey. A copy of the
suryey shail be given ro IVGID.
c' Accurate rianguiated measuremens to all sewer clean outs. \\'ater boxes and vaives.
a Washoe Counry Buiidin_s permit on-sire.
D' All re-inspections are subjecr to a re-inspecrion fee in 3sssyr{:nce rvirh the UpC.
E AU fue systetEi are requircd, to have fvGID approved bacidlow prcvenrion (cail for deails)
wirich must be rested prior ro finai inspecuon.
E' All boiler s:/stems are required to have IVGID approved bacicflow prcvenrion (cail for
daails) which must be resed. prior to finai inspecrion.
6. Finai Inspeoion
A- At requcst for final inspecrion all boxes are required to be in piace aad visible ro thcinspecor. Fire s1'stems are reouired ro be in piace and approved. All fixnrres to be set.
Inclirc Villq: Gcrrrl lmpmrcnrrrr OirricrUtiliic. lrupc.ro.r ( 702) tJ2-l :09 R .9/ar96l
IVGID Requiremess ro consrnrct warer and sewer seryice Lines
fuiy server pump sutions tested anci approved. .{ll backrlorv prevenuon devrces resteri anriapproved- All backrr.'aGr v3jv65 properiy placed and aoproved- Compiiance rvith ailIVGID buriding resuuemenrs anci ordina*es. All frnai rees arc due arthis time. Washoe
Connr.v Buiiding permrt on-site.
B' tvGID reserves the r.ight to impiemenr a resricled cenifrcare of occupancy thror.gh
washoe corurr.v or ret'oke inspecrion oiany nailre due ro rmpropneries.
IL Generalsneeificarions
These requlrEmenB are appiicabie '*rrhin rhe jurisdiction of rhe inciine Village CeneralImprovement Disnct (The Disnct) for tre uuitding of seu,er and r*arcr sewice lines tom rhepropenv or eascment line to the house or building and within existing right-of-.*av (ROm.
Sewice lines on privarc proPettv shall be consmrcted and mainrained b:r rhe properr.v onner inaccordance wirh these requircments.
Codsr: Buiiding S':wc! and *ater service iines shail be consrnrcreci in accordance with rhe i:resredition or:
Uniform Ptumbing Cgdc as prepared, by the Internarionai Associarion of Plumbing and
Mechanrcal ofiiciais. except for parricular requirements in excess ofrhe Codes. as sared
hercrn. aud
Shoqd Specifications for hrblic works Consmrcdon sponsored, aad disribured by Washoe
C.onnt.v, et aL
Annlieanons: fui appiication rbr uulitv sewice connection must be r'iled rvith the Disarct and all
c-onneoion fees pard betbrc the Distncirvill irspecr ser?rce lines or insrall warcr merers. TheWashoe Counw Buiiding Depanment requires ividence ::rat the Disrrict has examined the plansprior to burlding permir issuance. Watcr aud server raps require schcduling ar least seven (7) days inadvancc. Line locauons m,st be condrmeci prior to any excavarions
Flr! Marshal Rcview: The Disrict does not review a projecr to derermiae rhe need for rire
1p!4tt iines. Tle appiicant :s a"qvised, to conac! rhe Nonh i.-ake r.rhoe r-irc prrrccuon Disucr
NLTFPD) at 831{351 to detcrurine the avaiiabiiiry of adcquarc :'irc protcction and the porenual
need oia rire spnr*ler system. .\ sprir*Ier ryrt.r. if rcquued- wril regurre a sepantre servrce line
tapped to tie Disnc6 warcr Eaio- The poable warcr sewice line cannot be used for tre sewice.
The NLTF?D wril make avaiiable rheir iFir" Pr.r.nrion Bureau stardard operation Proceciure''
upon requcsr Ther rbrmai revierv of the pians wiil occu beforc rhe Disrrcr revierv.
Insnecrion: No backfilling shail be pertbrmed until the Disnct has irspected. tested and aoproved
the insullation for coverins. The Dismct shail be notified at least tbrtv+ight (48) hours pnor roinspeoion' All tesrng shait be perrbrmeci in rhe presence of an aurhorized represenauve of theDisuicr
Rcinsneerion: If not rcad:/ for scheduied inspection piease cail 832-1209 for cancellation. A feewill be charged in accordance with ue [-IPC lor re irspecrion if rhe sire is not ready for irspecrion,
or if the inrdai inspection fails-
UtllitY conncetionr: All watcr senrice aad building sewer connecdoru shall comply with one of
thc foilowrng condidons, whichever is appiicable:
Slnole Frnilv Rcrid.n..' wherc a singte family rcsidcnce is constucte d on a singte parcel. direct
comecuon to the public waEr and sewei s-vsrcrn shall be made. Shouid tl-: parcei not torder upon.
tnclin Vi lh4: ljcurl lmprovcron OisrcrUdltic. lrupccnor r 701) t32-l 209
Rllr.gnn6
*
IVGID Requirements to Constmct water and Sewer Service Lines
the easement or dedicareo right-or'-way containrng the pubiic utiiiries. rr is rhe propem.o$nefsresponsibiliry to ob ^in the nicessan' i"r..."o anc[/or consrrucr marn enensions as determined robe necessa{v by the Disricr. n.i*-o'ursem.nr :br maln exrensions is provided shouid aciditionaiconnecdons be made to rhe e-rtendea ma'r wirhin a ren !.ear penod in
accordance with the sundard
: .{ development wirh more than one
::::::'*:iiding *,i,io**onlIlo*Trership shail be served bv communai \\arcr and se!
!'iu' Ler.rrrs. ra!o, or*Trersfup shail be served bv communai \\arcr and se*,er
:*tS ,3t o:"'-oPmenl shail be metercd near the point rvherc the service iine crosses thcrvherc the service iine crosses the
t1; ;il. f ;i' x,'.;: il:Iilo,oresewes tha riohr rn H-,^-ffi ffi'"t*t:?f::.j"::::_TFn.;;;;;;#;#H::1?1ffi ."tr;:lf ::;::?:::1itfl ";."::,"ffffi Lofthg owner(s) of the.FAn-n, aa-.^r ^- --^til:n;:ilHs)orthedp.,!,';;;;Jr;h:X;,ffi Iffi [l.-l.,:i:1il'"hil''-:i:1T,',,:*[urd grounds.
Iil.
Materials: Acceprable pipe materiai, T..T, iron soil pipe. poiwinyl chloride pipe sDR 35. orasbestos cement sewer prpl chss z+oo, a]l of w-hich shall conrorm ro rhe specificauons set fonh inthe uniform Ph:'bing boa.. ioln" ti"il u. or rhe sarne marerial as the pipe using internal rubberor plastic gaskes' or:rn exteEull rubber slceve using stainless steel bands. all as manufacnrred
ffiYff use with parricular tvd;f;i;.- Solvenr-werd joinrs and ABS pipe shau nor be
whcre different pipe mareriais are joinred rhe joinr shail be made by rhe nse of an approvedmechanical coupiing specifically ,n-rti..*.d for use with thc differenr pipes to be joined- Thcsecouplings shall be similar *d .q;l;Eauider couplings *a ,ut be approved by the Districr
Asbestos cement t*t-liP" and./or poilarinyi chloride pipe shall not be used wherc rhe cover is lessthan thirry-six inches t3i") o, g*ir" J* eighry-six -.h., (E6"). ca$ 'on soii pipe may be ,sedwhen eighteen inches ( l8') of-cov., is rv.i.ule- For shallower deprhs. concrcre encasemenr orother speciai means approved by rhe Distncr mr:sr be r:seo to pmrec! rhe pipe.
F;tt*
of four rnch asbestos cement pipe between coupiings shall nor exceed six feeq six inches
size: Building sewer shall be a minimum diamerer of four rnches for srneie famiiv residences.Buiiding seweE tbr apanmens, motels. and commerciai estabrishrnents Jir"tt u. sizea in accordance11 ft-" *quiremenrs of the unifon piu*t i,rg code and shajr be tbr.r inches minimum size- Thcsr?e se'urcr rcquired for serving morc rhan one parcel or unit shail be six inches minimum and publicutilir.v easemen* shail be p.r-ia.a rr rlquired by the Disrrcr
Sanaradon: Il1 accordance with |'fsvarla Adrrinisuarive code oIAq 445. buiiding selvers shall beplaced a minimum of l2'0 in.t.t-u.iJrrrg urrtisnr'led warcr line shelf and wirh a minimun of35'0 inchcs of horizontal separauon oo- ro,., iine when in rhe sane rench.
*Il!gP: The grade of horizontai drainage piping shail be no tess rhaa onenr:aner inch per:::-ar t-t's per Section 407, uniform ptrrwr[1ing code. The pipe shail be laid at a tnre andrrtrrtoll! grade' Therc shail be no change in grade or aiignment of rhe pipe which is unnccessar.v toa pFoper installuion'-dt:IT
"pp-ti.a by tbe Disrricr changes in direcrion of flow shail be inaccordance with secuon 405, uniHrm Plumbing code- All work shall be done in a workmznlike
Rn gtU$
5
Inclir- Villeg: Ccrrclrl tnrprcverrlm OisolcrUtiliri-r tnsPeo.r (702) E32-1209
IVGID Requiremeurs to consrnrct water aud sewer sen'ice Liues
manner and shail sa,sn'rhe requ*errenrs of a qualin' insailauon.
Tesdng: Insallation musl Pass $1g 5t:n6i3;ci four porurci per square inch (* psi) for rirteen (15)mmurc prcssue tesl.
Conractor is rcsponsible to submir As-Buiir piurs to fvGID upon compietion of rvork.
The Conuactor shail provide ail labor. toois. and equipmenr necessar]. to perrbrm the required ress.Any tauiry equipment shail be rcpiaced berbrc -, i.ri is accegred.
The Contracror shail suppiy a presnrre gage rhar can be read in incrcmens or between one and fivepsi, in accordance with the Uniform etnnoing Code tUpC).
Bcddine Matcrial rscd forthe pipe zone shall be a Class A bacMill as srared in Secrion 200,Aggrcgate' ofthe Standard Specifi.rdsns for Public Works Consrucrion for Wastroe Cognr.v, 1992.
EackfiIl: All backfill shail meer the requirements of Class E backfill as srareci in Sccuon 200,Aggregarc- of&e Standard Specificauons t-6r Public works Constnrcrion rbr s/aslroe Count.v, 1992.with no rock larger than I inches. [f nauve marenal does nor meer rhe requrremenm backfill
mceung the requiremenrs siraii be tmporreci. iae beoding shall be a mrsrmurs oeDr,n or slx rnchesbelow rhe pipe- Betbrc testine, Ihe server prpe shail be beodcdthree;;;;;;ri. rr", to dre rcpof the pipe with simiiar matenal. The bonom wrdth of mncL measured ar rhe rop or rhe pipe. shallnot excced thl width allowed forvarious srengrhs of pipe ar may be specified, eliervhere inrhcse
fcchnicai Specifications or an recomme:rded b;r rtre pipe manufacrurer and must meer ANSIStandards- Aftcrresdng aad inspection the mnch rir"it be bacldilled with bedding matcriai aadhrd.tanPed to a depth tweive inches above rhe top of rhe pipe prior ro back fiIti"i rhe rcsr of rhetreuch.
9can outs: A clcan out shall be provided by rhe propcrty owner where rhe building sewer crDsses
the propery or easemenr line aai rvithia three feet tj) oirsiae of rhe foundation- All cleau outrcquiremesE shait be in accordance with Secriors 406 aad I107, Uniform plurnbing Code. AII
clcan ous shail be tnsalled ar intervals nor to exceed eighr.v feer (80'), or a change of direcuon offorty-five (45) degrees or morcr or au aggregare rhcreoi au cleaa ours shail be iru ro grada
plugged- and have a concttte box rvith *irrt lid marked server. Ptugs shall be rwo piece e.rpansiontypc sim:iar to ETCO. T'cone stoDper or equivalenr Properw otor.rs shail be responsrble ror
kceprng cleaa out box rom berng Urrnoi or damaged-
Rrckweter valves: Instailauon of baclcwacr or check valves on lots with fixilres lower than the
nc|c up$ream manirole. as morc specifrcaily explaineri in rhe Uniform Plumoing Code. shail beeaforced
Erildi[gSewer Constnrcdon: wherc building sewcr mainline connecrions have not be provided
by the Distnct to the properry for eascment line and/or rhe propenies werc nor i(sessed for rhc
buildin-c sewcr insallation, the properlv owner shail e"sume the cost of providing rhe requiredright-of-wav. The owner shall be responsible for s[Finurg the necessar.v washoe Counr.v sreet curpcrmta aud also coordinauou wirh other uulitv agencies foi teir utiliry iocations. The propenyosner rcquening the tap wiil be responsible for cuting pavement a1d lxssyadng rhe mnch to
PrcPer deph and grade. The Disrict rviil tap rhe maln. Owner is responsible foi layrng building
sswer with aii requircd appunenances.
Coanection to the existing sewer rnain sball be thmugb the ue of an approved double srrap saddlefc trausirc, plastic' .*t iroru or cotrcrEle rnains. For vimous clay mai+ a sectioa m,st bi rcmovedand aurye iasatled wrth Cauider coupiers. The pipe grade must 6e wo perEeil (2%) 0/a' pqfot) or grcarr- Ditching o! lrgaehing rilrsr meer osHA surrdards.
lnclb Villqa rlcrl lnrooncnun Oilrn tUrirFi-. lrup.-no r 7021 t32-1 209
R.?.9/aJ96
6
IVGID Requiremenrs to coustnrct water and sewer service Lines
where the properq' is too low to be served by -eravrw to an e.xisring se\l'er line. rhe propem.ownershail insrall an individuai pump surion as approveci by the Disrncr. ihe owner may rnsall thepEssure buriding saver rv'irh his own contractor or empioyees. Hor*'e'er, rhe Disrrcr rvril approve
TtTnlit and inspect and approve the consrrucil. .iil ;Gp ,o,ions ,*ril discharqe rnro amanhoie rrnig5s orher*rse splcified by rhe Disurcr-
unless prcviorsly acceptedin wriring bv ivGID, prcssurized pipe rom individrul sewerpumps,dons shall be Ringfite Class 200 ir.ng-..r.ci size accepable ro the Disrncr and nor less rhan2" diameter' Solvent *elded joins or anges shall nor ue r:seo- Above piping musr meer AsrMStandad DZ24l.
Pressurized sewer oipe shail be hydrosaticaily tesreci and meer \rarer pipe rest specificarrorslrstatlation standard shail be by ;;;n*rs specificarions and shall meer all IVGID irsrallationrequirements
conact rvGID for conformance standards and specificarion for indivich,et sewer pump surions.
IV.
Materials: warcr senrice lines shall be r.vpe K copper nrbing or ducrrle imn pipe. all of which shallconform to the Uniform Ptumbing Code and appiicable auffia srandards. polyerh;rlene tpE)rylrbuvl !PB),or type L or M coiper pipe shail nor be permined- pvc c-9oo is aitorvable forseryiccs 4-inch and larger ptovidcd no'giued joinr are ,sed- If copper is nsed, service lines rwoinches in dianeter andimailer shall biiype K copper conforming ro AsrM B-gg. A one-inc5service shail be suitable for 32 9Pm: I7r-inch senrice suirhle for 70 gpm: and 2-inch service
Jltable. for 140 gprn- c,stomeiservice valve boxes must be c?rrisr.v G-5 or equivalent concrErebox wrth steei lid marked waEr- Line sizes arc to be cornnrensurate *ith heaith standards to en:rure
$at not stagnail }v'ucr rviil accumuiate. only siiver rype solder rviil be ailowed. AII soldercd orbrazed joins must be in accordance *itl uPc insrallation srandards for copper plumbing. soldcrspools shall be available for inspecdon. All service line fiF,ngs strall be flared mechanicai
191tplssion$?e or soldercd with non-ieari wc "ppr1-".Gider. FROM MAIN LBIE ToMETEL ONLY FI-ARED oR T'TECTIANICAL JOTNTS wrLL BE .{rLowED.
Curir Stons: Curb stops- for copper service lines shall have AW.WA thrcad iniets and comorcssionconnection ourles' aad shail be Ford bail vaive or oriseal 2 or equivaienr curb srops shail beirtalled to the front and rear of meter seners. rvith a-o appropriate valve key and capped enclosure;we$c pons shall not be ailowed. rr - - r-----
Installation: where new connectiors are made to an rvGrD w?ter main. the prope,T.v ownerrequesting the ap w'iit be responsible for obnrning wasiroe counry r:se permis and for cuaingPavement and excavating the.trench to proper deprh and grade. The Districr rvill tap rhe main up to
Y:Tht" Larger taps. 1rc the responsibilir.v of the proper.v owner:. wGID wrll provrdetnstnrctions on the specifics or location and merhods-forthe'rap. pmpcrtv owner is to iay rhe pipeto the properry line' install c,rb stop up*.ri J,h. ;;;b; set the mercr yoke, boxles), layservice line on privarc Propeqv and install curb stop one to three feet d,ownstream of the mercr boxwith appropriarc valve te;, atra.upp"J*.rosurc. For existing serviccs, the Districr rvril set themglg3wirhin one week, of crstomer reque$ if owner has obtained buiiding permit, paid fees, andisstailed thc proper curb stop *tt ".."r-*ries. The District r*iil inspect aad approve thecon$rucrion beforc bacrdi[ing. Alr trenching musr meet osEA sr^,rdards.
Warr must be requesred seven days in advance with fees paid-
ln^clir: Vilhgc Gcranr lmorw=nrenr Dinrrcruutli.r InrurrDG I 702) t32-l:09 Rlg,.glllt6
7
IVGID Requiremeur to Coustnrct Water and Sewer Senrce Lines
BcddinE \larcriai useri for rhe prpe zone shall be a Class .{ backfill as snreci in Secrron 100.
Aggregare. of the Standard Specriicauons for Pubiic Works Consrnrcrron ror Wasnoe Counry, 1992.
The bonom of rench shail be levei anri smoodr- aad excavared as needed to mamarn a mrnimum of
6-inches of bedding belorv the gracie req.uired by rhe undersrcie or rhe prpe barrcr.
Backfill: All backfill shall meer the reouiremenrs of Class E backfill as stared in Secrion 200.
Aggregate. of the Stanclari Specrr'icaions ror Public Works Consrucdon for Washoe Counry. 1992,
with no rock larger than 3 inches. If ruuve marcriai does not mee! rhe requiremens. backfill
meeting the rcquircmens shail be imponed. Afrer resdng and inspecrion. rhe rench sirail be
bacicfilled with bedding material and hand rampeci to a dcprh of nveive inches above the top of the
pipe prior to backfilling the rest of the rench. Minimum ailow'able cover for \\ater service iines is
thirry-six inches (36").
Scnaration: [n accordance with NAC .145. warcr lines shall be placed ar a minimum deoth of 36
inches aad ou an unciisnrbed sheif. Scwer lines shail be ar least l2 incnes bciow rhe saner iine.
Therc shall be a minimum of 36 inches separanion berween warcr aad sewer lines.
MgSff: Upon payment bv the owner. meres are irmrshed and insralleci b1'rhe Disu:cr- \Vherc
approved meler boxes anri voke nave been provrciecl propert.v owneni may hoox uo ro the meler
sener pnor to rhc Disucrs senng rhe merer.
Temnorarv Meter Sets: A temporary meter may be set for no longer than one six-month period-
Meter settcr:: Mctcr setres are required and. for l-inch through Z-inch services. sirail be V-70
Senes Copperseaer as manufactured by Ford Metcr Box Conrpanlr, lac- or Mueller Company
model H-14054. Mcter senes shall be all copper or btonze, minimun height of l8 inches. and
equipped with a serrice stop with padlock wings.
Meter ho.es: Meter boxes for l-inch sen ices shall have mercr boxes similar or equal to N-I6 a.ud
include coves with merer rcader lids. Cover shall be markcd "Watcr.'' Meter boxes rbr I %-inch
aad 2-inch senices shall have mercr boxes si'niiar or equivaienr to Chd$y Concge Products
model 8-36. ard shall inciude coveni wirh mercr readcr iids Cover shail be marked "'W'8tcr.''
Mcter boxes mu:rt be irsuiled pnor ro requesring a Elercr. Meter insailarions shall be marie a! Lhe
prooerry iine.
Tenninp Saddler ard S.rvi...lrmrt' Tapprng saridles rbr servrces shail be oucuie ron wrth wo
gaivanized stcei suaps. Saddles sirall be suruble rbr 250 psi scwice.
Senrice clamps for 2-inch and smaller serwice connestions shall be maileable iron. tapped for iron
pipe. with double stnrps to suir pipe ouside diameter. and shail be simiiar or equal to Rockn'ell 313
Double Strap. The ourles or ail service saddles rbr 2-inch asd smailer shail requrrc corporadon
stops of the sasre size as the netv sewice line.
Insulatinp Rushinsc. Counlinss or Dleleetrie Unions: .{pproved insuiating br.rshings, couoiings
or dielectng rrnisl5 shail be provided by rhe propctr-v owner at the connecdon to the meler, excePt
wherc the District's and owneis sewice line are both copper pipe.
Crthodic Protection: Installation of cartrodic prorecrion is rcquired for ail warcr serwices. .{ 5-
pound "high potcntial" magnesium anode packaged in chemical backfill wrth l0 feet of #l2lead
wirc sh-ll be used- The asodc shall be buried at a rdaiuum depth of 48 inches. A b'ronze or btzss
clamp shell !g used to attach thc lead wire ro the meter yoke. The atode mut be a minimr:n of 35
inctres from the metcr yokc, sewicc line or warer maiu- If a locating rvirc is instatled on the \larsr
scrrrice linc, cathodic protectron shall be in$alled 3 rninimrrrn of once cvery 500 feet and at each
iuetsection ia thrt lias.
tnc{irr Vi llrlr GcrEtt lnrororcnrnr Dirncr,
Utilbhr inrp-nrqr 1 7Ol) t32-l 209
R.v'-91u96t
t
IVGID Requirements to consrnrct water and sewer service Lines
ffi;.]l.i]::licelocatIons.propem'oltTlersarerequiredtorurnishindit'idrraI
I:::'':#;j[ij,:'x''j?i:1]:,;i::iffiT'[X,l]'.11;'.";:;jjff :riT:t:;";lqsr Lne no[se.TcsfinE: The conracror shall provide ail labor. roors. and eouipment necessary to pertbrm rherequired rcsts- tuiv taulqv .quii-.nirrr"il u.,.pr"..;;;#;1r test is accepred.After the meter is sel the lrater will be urned on and rhe iine tested for leakage and properuuailation' The service tine sirJl i. ..pir.a ar dris ,i,n. *a Jt uiriut. teats siratt be repa*ed.once approved' the \'€'ter sen'ice line mav be backfillea- wL-, lines shall u. ,.uJy ro, resting andvaive ke:r provided ror.,ot ,io;: ffi;;;ting for irupecrion.
conractor is responsibte ro submir As-Buiit prans ro rvGID upon comprerion of work.
v.
The design and consrrucrion or communai uulir.v sr.stems rbr condomrniums and multipierestdenuai buridinss shail be t ".;;;;;e ',,.rh the Desrgn and consu,cnon standards. rhestandard Specifica-uons anci Denris of the Disarc!. ano compiy *nrh ail District ordinances.
*iiillr?Htit;T"Hl to compiv wirh cenain ponions ofthe District's Generai Requiremens for
l' Ttne (3) complete ses of plans and.specificaulns, prop_erly certified by a a regisreredprofessional tngTtt* ,irriiti rJmined ,o ,t oi#.i Fagineer for fraai revierv for thcurility rystcrn-
.
iraa:, po;";;;;. plrs after being chccked are rcquired to be rc-drawnorrechecked- rhe eppiicant ri,uit p"y the additionuiior, of checking based upon the acualexpcnse of therechecking services. Thrce t:l ,.rr oiisubminals will be requircd forcorrecdons aad add'itio*l p.",,t"il be due r "a"-". of the pran checks and/onechecks.one sumped ser or piaas *iii urr.rroed by the Distncrz' The District shail inspect the consrucdon of the warcr aad sewer faciiities ro endeavor todetermrne rvherher tl" *ott ir;;g done rn suustanuJ accordance wirh rhe approvedplans and soecifrcauont' '+ir.*, iorry<i-shr (.t8) hous nouce shail be given ro *re Distnctpnor to consEuctron of the warcr aad sewer facriities. 'IrvsLs r,'ur oe grven
3' The Disrict shall be norified forry'eight (a8) ho.rs in advance of any utilitv sy$em rers orinspections' TLe Disnc, th"Ii;Le rhe owner s50 for aay failed re$ or rnspecnon whichrenlits in an addirional visit U.u "Eir,.,.r empio;ree.4' Ifthe work does not meet Dismct standards ar any rime d,ring consrrucdon as determinedbv the Disrr" r:-T:.'- ";;;;;;;;'*;;.H ;ff., wiu be notified and instru*ed tocorrcct such deticiencles.
At the compietion or-,._o]:*"tion, rhe properv own€.r shafl prepare Record Drawings byrwising rhe approved' consmrction pirJr-io rerrect clranges made dudng consrucrion.ucluding distance to samury uurtaing;ewer from downsream rnanhore and roca'ons ofvalves' meErs' ciean ouE. eievauon o-imanhole inverts and rims aad clean ou*. e!c. Aclcarrcprociucible set of the n."orJo."rLgs shall be submined to the Disrict withappropriate cemfr carion by a r.s*i*llrofessionai engineer.
Thc Disrrct may termiaate water and./or sewer servrce if owner faiis to meet the Districtcoosmrcuon sandards. or provide.._A.O Recorri Drawrngs.
5.
R.t gllfri
I
fffil;lffi;ffiDis.cr
IVGID Requirements to Constmct Water and Sewer Servrce Lines
W. ,Ioint Trenchinp Snecificanons
Joint trenching of utiliry service lines is allowed: however. jr.nsciictionai sundarcis must be mer
wrthin rhe public right-of-way and Disrnct easemenrs. The \\.arer service shall be insaileci a
minirnum of one foot above and three r'eet honzonally away ilom rhe buiiding sewer on
r.ndisrurbed soii. Water mains consrrucred within rhe public ngbt-oiwav and Distnct easemenE
shall be insuiled nveive inches (12") mrnimum above the server main and a minimum of ten r'eet
honzonully away from the sewer where possrbie. Joint trenching is not ailoweri rvith the Distnct
matn systems. No other urilities shall be insailed rrnthin utree :'eer honzonallv oithe Disrnct main
lines and/or within one foot from service buiiding sewers.
VII. Comoound !\leter Snecifiearions
Meten *ree inches and larger must be insailed per curenr Disncr requlremens. Please conucl
Utilities department ar 832- 1209 for more inrbrmadon.
WII. Fire Svstem Soeeificarions
The North Lake Tahoe Fire Protection Disrnct wiil derermine rhe size of connecuon required for
f,trc seruice and adequacy of s;rstem for tire protection. Firc service taDs will be made using the
same nurterials and methods as stated hercin tbr service Eps. Backflow prevendon devices will be
required to isolate the firc protecdon system from rhe Dissrct rxater suppiy. If the customer desires
to have a combination tap serving both the fre systcm and the domesdc sysrcr& the service line
fr,om the main to the fire senrice tee musr be sized to properiy t'low both the fire flow and domesric
flow, as approved by tlc Disrrict.
All fire sprinkler s-vstems must be separared &om rhe Disurct \Ercn system with an approved
backflow prevendon device. Systems wirh giycot. asti-freeze- or other chemical additive mrst be
separaed with a reduced pressure device. I{ersey FRP U, Febco Model 825Y or 825YD, or Wans
Senes 909.
Sonnkie-r systems wrthout giycoi. anti-&eeze. or chemrcal acididves musr be seoarated from the
Disncr waer system with a double check vaive assembly, Hersey FDC, Febco Modei 805 Senes.
Watts 709 Senes or eqttel.
Backflow devices must be installed under the residence in frost free. accessible area- with
pmvisions tbr valve drainage and marntenance.
IK IVGID Regulations for lrriqarion Svstems
All irrigatiorvsprinkler svstems must have backllow protecrion in accordance *'ith the UPC. Stop
and waste vaives ate not allowed, positive cirain on-ofrs are required-
lnigatiorusprinkler systenui not tied to rhe domesdc rvarcr iine require a separarc meter to be
applied for atthe wGID Utilities otAce.
An inspection of cormecrioru to the domestic warer line is rcquired, please cail the Utilities office ar
832-1203 to schedule an appoinunenr On-sire inspection prior to irutallation is suggested to assure
compiiance with Utility rcguiations.
lnelim Villegc Gerurl lmprovcnrcm Disrict
Utiliricr lrupctaor ( 702) t32-l :,09
Rd.g/t/!Xi
to
IVGID Requiremen* to Constnrct warer and Sewer sen ice Lines
.{ppendi.r
Insnecrion Reouests
Inspecrion requess may be marie by phone or rn person.
^ ffitill,H,insPecrions shall be penbrmed to veni'rhe rbllor.rrng as appticabte. including
l. Warer and server iine insuilarions resred and approved.
Z. Tap of main line
l. Mcter ser
+. Customer semice valve irsrailation
5' Backflow device insralladon lfor im sysrens. boiler sy$ems. or an:/ de'ice orinsrailarion rcquiring cross{onnecdon conuor) teneci and approved6- Back-warcr valves installed anci approved
7. Server pumD sr-dons tesrcd and aoproved
t. Fre66gn6 dedicared
9. As-built drawingls) verificauon
I 0. pressure regularorls) insailed
B' Frnal Inspeaiors shall be performcd follorving satisfacrory cornplerion of all appiicableinspecdons as descnbed d A;;;r.. Additionally:
All prcliminarl, rnspecrioru must be complete.
All sewer anci rvater boxes must be insalled and visible rbr inspecrion ar rhis ume.
All fr-mues musr be ser
A fnai {lxn:rc uut cotull rviil be cione anci anv aciditionar fees ciue ro charees iom:nidar oia's cnecKeo snari be "ra.-
- qgg..rerrdrr -s=r Lrutr ro cn
c' comrnrrnai systen:s have gdd'itional requiremenc. conracr lvcID for specriicauons.
::ff.:iff"tl any questions to A-m Johnson. utiliries Inspecrion. 832- 1209. Thanx 1.ou for your
Rr.9/ar96
lt
lffiIffiffioii,Er
l.
Tap Request procedure
(mav oe requireo :br: incresse tn meler slze- =e!es anci bor.urcis o:rceis
connecting Io oua uuiities. imgatron meters. ijre svsrerns. or server raos. :br
examoie)
Meter or server fees must be paid onor to issuance of rao pe::nit- work order issuance. r,nd rvorKscheduling- Iaos must be sei:eduied one
"veek in advanci. R.cscheduiing or raps rs aiso subjecr toone week's nouce.
Excavaror mrrst scheciuie and be present rbr usA line locarion. (g00) J27-2600
Excavator mnst finisir compiering rhe up permit and bring rhe up permiy'request :brm inro TVGIDUtilities'office to set the rap schidule. tn.tua.license "id phon. numbers on rhe rorm.
Excavator mtrst call 832- 1209 to scheriule an inspecrion at leasr rwo working cia:rs pnor rocompiedon or: tre up, setting of service lines and meEr. aad laying of sewer iines-on thc second working day pnor to the scheciuied rap, rhis aoooinrment musr be conr'irmed. We
encourase the excavator to do this by cailing 832- 1209. However. if we do nor hear. rve srll makethe cail to coniirm- [f r,rc are unableto confirm rhe ap schedule ar leasr one dalr pnor ro rhe ap, itmay be canceilcd to coruietve the time of onr crcw members.
Excavaror mst be presenr at ?he time of the rap.
Forwarcraps uP to 2-, the owner is responsibie for: alt pipe. fittings, mercr1.okes. boxes. and
excavadon. wGID unil: suppiy the upping saddle and corporarroncocic. perrorm ure up, urdsupply a mercr.
For wars3 taps larger d:an :-. 'Jre crooerr.v owner is responsible rbr iive rapping to the mauu rmlessot:yt" approveci by IVGID. This'rap ihail conrbrm ro TVGID sanoar&'aud specriicauons tbrpublic and privatc commusal wartr *d r.*., instailations. fVGID supplies only rhe mercr.
for +" sev/er raPs. rhe owner is responsrble rbr all pipe. fiaings, ard ex&ation. rVGID wril suppiythc tapping saddle and pertbrm rhe up.
All other sewer work shall conform rc the sundards and specificarions for public and privarc
communal watcr urd selver installation and is the responsitttity ofrhe propett). owner.
The excavator shall hold a Nevada Class A liccnse.
l-
3.
.t.
6.
7.
8.
9.
10.
I t.
t.lti=ra^g
MID euick Llst :..,
It rs your rcsponsrbrlrty us owncr or ugtinl t() scc tllat the pcrson instulting wntcr irnd sewcr tincs obtrinr thcittformution on your starnped .ppro".,l ser ol'plonr ro aol.tpr.,i his job ro lvGlD speeiflcations.
WARNING! Failure to read. adhere to and properly disrributc marerialattschcd ro your plans may corryou time and moncy,
Preparc for inspectioll.j rrrursl,the following check list.
t.
l.
b.
c.
d.
e.
f.
Rcrd tV0lD supplicd informrtion ,.,-.. . . ,,
Sce if up permit lr required
Ptt'test wrter rnd sewcr to assure it wilr pasr when Inrpector arriver
Rcqucst inspections at lcasr 4g hours prior to when you wsnt themPipc depth 36'minimum
prpe zone) -.L :.
? Contct brckfill (surd, cindcn)
1,. Brckflll below pipe 6,I. Btckfill above pipe 12.j. Trcnch fill 3/4 minus nuive
Correct septration of warer tnd sewer (warer 12" min. above and 3'miriimum to the sidc of scwcrI
-utll
k. Compaction: pipe zone - gSVo, mid zone . gOVe ,lop zone 95%, all other off pEvement snd out ofright of way in eascmenr g5%l. Sumpcd plurs u sitc
tD. Building permlt rt site . 'rL Corect boxe: . Chriny O:i or equlvelent (warcr, rowcr; ",, '.
o. No lcaks . wrtcr or tcwerp. Utility lines rr.built parcel, or sitc plan dnwing complcteq. brckwsrcr vrlvc . inrullstion approvedr. brck flow prevenrion dcvicc . (estcd and approved .. ,.t- mcter .I t' bclon grudc
o PtOpcr sizc ":-":' ' : ,:
t Type K copper only..- 4''.C.SOO propcr.,- " t"':?
o Fire syslem (comct bockflow prevenrion;o -Flue or pac joinr fitringsr Rlscr pipcr 4' or lrrgcr J I ! '
r Conucr IVGID for soldcr fltrlng useo Curb Srop. Mucllerori.serl tt or cquivalcnt. no wastc/drain pon on stop valvcs
2. Finel tnsneerion
l. All preliminrry inspectlonr complete.b. Wrtcr rnd rcwcr boxet viribtc ler to gndcc, Flnuret sctd. Approvcd plrnr on siree.' Building permir on sircf Rcmodcls: as.builr drawinls completc8. No cncroEchmcnt of cascmcns.
contact IVGID tnspecror ar 832- l 209 tbr funher informarion.
-.. . foundrtiory'propcrty line 45t .. 100 frr. No glucd fitringsr Cbnect fall . t/r'to the foot.' Scwcr pump stsuon tcst prior to finrl inspccrion
o ' SDR.2I 2'lgwcr cjecror pump linco Duplex pump 3ystcm with rlrrm rnd red light.' lntcmrl clean.out capr Etco T.cone or
equivalcnt. Not screw typc
qurhlrt!.0<rc
uawS
tThil list is intendcd to assist you in preparing for lnspcctions. Do not rely rolely on rhis llsr to guidc yourconstruction. lvGlD ordingnce und UPC requirements musr rlways bc followcrl in their futt aeuil.
Wright Water Engineers, tnc.
B lB Colorado Ave.
P O. Box 219
Glenwood Springs, Colorado Bl602
19701 945-7755 TEL
19701 945-9210 FAX
(303) 893- r 608 DENVER D|RECT- L|NE
April 27, 1998
Mark Bean
Garfield County Planning Office
Regulatory Office & Personnel
109 Eighth Street, Suite 303
Glenwood Springs, Colorado 81601-3303
RE: Los Amigos Ranch Preliminary Plan - Review of Additional ISDS Analyses
Dear Mark:
On April 13, 1998, Wright Water Engineers, Inc. (WWE) submitted our recommendations to
Garfield County regarding ISDS issues for the Los Amigos Ranch Preliminary Plan. Since then,
the County has received additional information from consultants for the adjacent property
owners. This letter presents our review of the additional comments and analyses regarding the
ISDS issues. In addition, as technical advisors to the Board, we have provided a summary of
our opinions on this matter. New information reviewed since our April 13, 1998 letter includes:
r Los Amigos Ranch P.U.D. Potential Impacts on Groundwater Flow and Quality Due
to use of Individual Septic Systems for Domestic Wastewater Treatment and
Disposal, prepared by Mclaughlin water Engineers, Inc., dated April 1998.
o Testimony by John M. Kaufman, P.G., c.P.G., of Mclaughlin water Engineers,
Ltd., and John Currier, P.E., of Resource Engineering, Inc. at the April 13, 1998
Board of County Commissioners Public Hearing.
e Memorandum from Garfield County engineer Robert Szrot dated April 17, 1998.
o Addendum to the above-referenced Mclaughlin Water Engineers report received via
fax on April 24, 1998.
o lrtter from Gamba and Associates to Colorado Mountain College dated April 21,
1998 and received with cover letter from Beattie & Chadwick to the Board dated
April 27, 1998.
o Irtter report from Resource Engineering to Greg Boecker dated April 23, 1998.
DENVER {303) 480-t 700 DURANC() 1970) 259 741t BOULDER - i303) 47-3-9500
Mark Bean
Garfield County planning Office
April 27, l99B
Page 2
Irtter from Bishop-Brogden Associates to Greg Boecker dated April 23, lggg.
Irtter from Bruce coilins to Greg Boecker dared Aprir 27,199g.
In addition, it is anticipated that further written comments will be provided by the applicant.However, we do not believe any of these rebuttal comments or additional analyses will changeWWE's comments presented below.
SUMMARY
Based on review of analyses by Resource Engineering, Mclaughlin water Engineers, Gamba& Associates, Bishop-Brogden Associates, and Bruce Collins, we offer the following comments.
o Based on available data and current regulations, properly designed and installedISDS systems (conventional, mounded, or other engin..r.o syste"m; appear feasiblefor the project.
o Impacts to groundwater quality will result from the use of ISDS systems and can begenerally quantified in terms of change in the concentration of nitrate in thegroundwater. Based on the engineering analyses by Resource Engineering andMclaughlin Water Engineers, and other available data, we believe the cumulativeconcentration of constituents in the local groundwater will be less than State andEPA drinking water standards.
o Recommendations,on DgsUn Standards and Management plan in WWE,s April 13,1998 letter should be followed. In addition, we recorlmend that the aiplicanidevelop the detailed design criteria for each type of possible ISD5 sysrem tominimize water quality impacts.
o In further response to Commissioner Martin's question on "Engineering TechnicalPreference of ISDS vs. central Sewer," we believe that, frJm a water qualityperspective, central sewer is preferable. This is primarily due to the state,s uUlityto control and regulate a point source discharge to meet both existing and futur;standards. Site specific conditions which relate io technical feasibility and economicsof connecting to the nearest central system must also be considered in evaluating themethod of sewage disposal.
Mark Bean
Garfield County planning Office
Aprrl27, 1998
Page 3
o Section 32-1-1006 of the Colorado Revised Statutes 1996 Cumulative Supplementstates that proposed development within a sanitation district's boundary and within400 feet o-f an existing central sewer main can be required to connect to the centralsystem' It is our understanding that the proposed project is outside the currentSpring valley Sanitation Districiboundary, but within the district service area. Werecommend that the applicant document, for the record, the technical feasibility andeconomic constraints to central sewer including the option presented by the CountyEngineer in his April 17 , lggS memorandum. This may bi useful ro the Board intheir decision process.
Please call if you have any questions or need additionar information.
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
MJE/dIf
921-047.040
Michael J. Erion,
By'
(970) 945-1004
FAX (970) 945-5948
E/VG,,VEEFS.- suRvEYoRs--Sr.*M--
iCIMUESEF :
GOFDON MEYER
118 West 6th, Suite 200
Glenwood Springs, C0 81601
LARP FILINGS 6.10
OPINION OF COST
CENTRAL SEWER SYSTEM . CAPITAL COSTS
A. LOT COSTS1. STEP Units2. STEG Units3. Tap Fees4. Service Lines (160'/lot)
B. INFRASTRUCTURE COSTS'1. Mobilization Lump Sum2. Service Taps 16g ea @ $ 2OO.OO3. Service Lines (30'/tot) 5O4O ea @ $ 2S.OO4. Pressure Collection Lines 2S,OOO LF @ S 3O.OO5. Gravity Coilection Lines 12,OOO LF @ S 3S.OO6. Gravity Manholes/Cleanouts S0 Ea @ $ 2,SOO.OO7. Pressure Cleanouts S0 Ea @ $ 3,SOO.OO8. Air Release Vault 9 Ea @ $ 4,OOO.OO9. Connection to Existing System t ea @ $ 5,OOO.OO10. Odor Control Lump Sum
TOTAL
ISDS . CAPITAL COSTS
A. ISDS Systems
1 . Standard systems 169 @ 56,5002. Nitrate reduction 168 @ $4,SOO
TOTAL
CENTRAL SEWER SYSTEM - MONTHLY COSTS
1 . Central Treatment plant
2. STEP/STEG Systems Operation and Maintenance3. Mil Levy (taxes)
ISDS - MONTHLY COSTS
1. ISDS Operation and Maintenance
Prepared by Dean W. Gordon, P.E.
May 18, 1998
108 each @ $6,000
60 each @ $S,OOO
168 each @ $2,000
168 each @ $+,OOO
Subtotal
$ 649,000$ 300,000
s 1 ,1 76,000$ 672.000
s2,7g6,OOO
$ 1 6,642llot
$200,000
$ 33,600
s 1 26,000
$750,000
$420,000
$ 125,000
s 1 75,000
$ 36,000$ 5,000
$ 20,ooo
Subtotal $ 1 ,890,600
2o7o construction contingency, design, legal & const. services $37B.oooSubtotal $2,268,600
$ 5,064,600
$30,146ilot
$ 1 ,O92,000$ 756.000
$ 1,848.000
$ 1 1 ,000/lot
$ 40.oo
$ 13.00
$ 15.00
$68.OO/month
$ 1 8.OO/month
1502C19.OOC
Johns-Manville
Utri
Ring-llte PVC Pressure Rated
Pipe per ASTM D2241
r
, Ring-Tite PVC
Pressure Pipe
Description
Pipe conforms to ASTM D2241 lor Standard Dimension
Ratios: 125 psi pipe-SDR 32.5; 160 psi pipe-SDR
26:2OO psi prpe-SDR 21. Extruded from clean, virgin,
approved class 12454-A PVC resin compound contorming
to ASTM Specification D1784. Rubber rings contorm to
ASTM Dl869 and F477.
Applications
Rural water, agricuitural and turf irrigation pipelnes. The
pressure rating of the prpe-125 psi, 160 psi, or 200
psi-indicates the maximum allowable sustained pressure
with a long-term 2 to 1 safety factor.
Meets Accepted Standards
J-M Ring-Tite PVC prpes are tested to levels as shown in
ASTM D2241.
Designed lor lnstalled-Cost Savings
Save in handling costs. Most sizes can be handled
manually, so there is no need for costly installation
equipment. Use the backhoe for excavating and backlilling
only. Dig more trench, lay pipe faster, save more in costs
per foot installed.
Save in excavating and backfilling. No need to make
the trench large enough to work in. Joints can be made
"on-top." The trench width can be limited to the pipe diameter
plus four-inch minrmum space on each side of the pipe.
This means less earth to be excavated, backfilled and
tamped, and savings in time and equipment costs.
Save on fittings and thrust blocks. J-M Ring-Tite PVC
pipe can be curved as shown in the iable to eliminate many
corners that would requrre elbows and bends. The costs
of these items and labor are saved.
Min. Radii ol Curvature
Size (in)Radius (feet)
1Vz
2
ZVz
3
4
6I
10
12
38
50
63
75
100
150
200
250
300
\
Test
ASTM D2241
125 psi '160 psi 200 Psi
Long Term Pressure Tesl
1000 hours 260 340 420
Quick Term Burst Test 630s00400
Acetone lmmersion Test
A measure ol proper fluxing
and precise temperature
control
20 min. 20 min. 20 min.
Flattening Test
Tests extrusion quality
and ductility under slow
loadinq conditions.
607" in 60% in 60"/o in
2-5 min. 2-5 min. 2'5 min.
,
Make Tight Joints in Seconds
That's all there is to tt, a stmpte procedure that makes tight
joints in seconds. No waiting for solvent cement to dry. No field-
mixing or application of cement, or adjusting set-up times
due to weather conditions. Joint is ready right away for full
pressure. And each joint is an expansion joint. No need to
"snake" the pipe. The Ring-Tite ioint saves time and money.
Clean Bell and End. Be sure
no dirt can lodge between the
ring and the bell or pipe end.
Set Ring in Groove...with
painted edge lacing toward
end of bell.
Lubricate Pipe End...with
a light film of lubricant.
Push End ln...so that
reference mark on spigot end is
flush with end of bell.
q-'
Cut, Bevel, and Tap Ouickly
Cut with saw, as shown, or
other approved PVC cutting
tool.
Bevel ends with trand
beveling tool, as ;hov"
Pilot tool.
Mark rut ends as L:11;,r,,,6,
,.irother end olr 'ze pipe to locate the
f €r€r._ ,c9 mark accurately. ,
T^. . - , ,yand
' .,rli .. i :.1 .: ,l' 5g
tapping tool SUlt6ui€ lor P v -
pipe only.
a.
Duplex
Grinder Pumps
INSTALLATION AND
SERVICI NG INSTRUCTIONS
DUPLEX GRINDER PUMP
PACKAGED SYSTEM
FOR I NDOOR INSTALLATION
MODEL:
812-3036D
(30" dia. x 36" DeeP Basin)
cu'
,r"
, o'"i:o/
r"lonn
P
4r4,PL-ut B a-UL-'
13800A793
SECTION
PAGE
- ti,*Fl
PACKAGE
System is completely packed and shippedin cardboard carton. Carton is marked with
Myers model number and factory engineering
number. All parts needed are packagLO insiO6the basin for shipping. The pumps and
electrical control box are shipped separately.
These instructions are only for installing
basin and mounting pumps in basin. Sde
separate pump and electrical control boxinstructions included with these items.
PACKAGE INCLUDES
l.Heavy fiberglass basin with steel sump
cover and two removable cast iron pump
covers with flanges. Sump cover has 3,,
NPT vent flange.
2."O" ring seal inlet flange for 41/2,, O.D.plastic pipe.
3.Two -11/2" galvanized support pipes andconduit for motor cords.
4 ]wo - |Va" galvanized discharge pipes.
Each pipe in two sections with thread on
one end only.
5. Two -11/a" slip couplings to connect
discharge pipes.
6. Four- FLCW levelcontrol switches.
7. Two - CV-1 25 angle check valves.
3. Basin is now ready to set in ground. pour (
cement around basin and up to basin
flange to make a neat job and to anchor
basin in the ground. See Figure 2.
PREPARING PUMP FOR
MOUNTING IN BASIN
1. Screw one-half of 11/a" galvanized
discharge pipe into each pump. Use pipe
dope or teflon tape on threads.
2. Pull the two motor cords up through 11/2,,
galvanized support pipe and screw into
each pump. Be sure pipe coupling is
on pipe.
3.Connect other half of 'lTq" discharge pipe
with 1t/q" slip coupling. Tighten tight, so
pressure will not cause coupling to slip.
4. Place pump cover over pipes and tighten
flange to hold in place at height shown on
Figure 3.
(
c0R0s T0 coilTRoL 80X
MYERS CV.1251%"
ANGIE CHECX VATVE
SEPARAIE LIFT-OFF
PUiIP COVER CAST IROI{
1Vr" DISCIUiRGE PIPE
1h,, SUPPORT PIPE AIIO
COIIOUIT FOR ilOTOR COROE
L/G.20 GPt!{c:9 PUtl!-
3,' VETIT PIPE
I N STALLATION I NSTRUCTION S
Figure 1 shows section of basin
with a call out of parts.
Figure2showsatypical
installation including discharge
piping.
1. Remove pump cover from basin
and take out all parts. DO NOT
REMOVE STEEL BAS]N COVER.
2. Use template furnished with
inlet flange and cut hole in ba.in
and drill for mounting bolts.
Mount inlet flange at height
required, but not lower than
shown on Figure 3.
LEVEL COIITBOL
IIFNIG EYE
8Aslil C0VE8
STEET
IIII.ET FTAi{GE
FoR 4'A" 0.0.
PLASTIC PIPE
30" r 30"
FIsERGLASS
SUMP EASII{
Duplex system with WG 20 grinder pumps 30,, x 36" fiberglass basan FIG. 1
MEMORANDUM
Mark Bean, darfield County Planning Office
(APR I * I?9S
TO:
FROM:
DATE:
RE:
oz
Ui(E
lrJul
=oz
IJJ
tr
UIF
=F
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=
Wright Water Engineers, Inc. - r / / rl ,4 '
P.eEy M. Bairey and MichaerrriorrflUb4ffi.4?rt
April 9, 1998 I
Los Amigos Preliminary Plan Review
We are in receipt of additional drainage analysis and ISDS analysis for the proposed Los Amigos
project. We reviewed the following documents.
o Los Amigos Ranch Preliminary Plan, Filings 6 through 10, Stormwater Detention
Analysis, April 1998, prepared by SGM.
o Memorandum to WWE dated April 8, 1998 from Dave Kotz, P.E. with SGM.
r Los Amigos Ranch P.U.D. Individual Wastewater Treatment Systems Groundwater
Impact dated April 6, 1998, prepared by Resource Engineering.
o April 8, 1998 letter to WWE from Resource Engineering.
o April 9, 1998 letter to WWE from Resource Engineering.
The following are our comments.
Drainage Analysis
In general, we found the updated drainage analysis including detailed calculations for detention
pord riring and operation to be acceptable for preliminary plan submittal. The applicant is
proposing the use of four detention ponds located in the upper reaches of the four sub-areas
*itt i1the site. Volumes have been calculated for maintaining historic runoff, under developed
conditions, for storms up to and including the 100-year flood event. Calculations indicate that
all post-development flows will be at or less than existing conditions.
The detention ponds that were submitted were a generic computer generated pond configuration
developed to fit in all four basins. Although the calculations indicate that this pond will work
in each basin, the final plans shall include a detailed grading plan with stage-storage volume
relationships developed based on the actual topography. We reviewed this with Dave Kotz with
SGM and he is in agreement with our comment.
MEMO TO: Mark Bean
April 9, 1998
Page 2
We believe the data
Recommendation.
fulfills Condition No. 9 of the Planning Commission
ISDS Impact Analysis
The Resource Engineering report concludes that their analysis, together with the commitment
to construct and maintain quality ISDS systems with design standards and management plan,
indicates that there will be no adverse impact to groundwater quality. Based on our review, we
generally concur with the Resource Engineering conclusions. The analysis includes a number
of engineering assumptions and judgment. We reviewed the analysis making more conservative
assumptions in all cases and found that the Resource Engineering analysis would result in a
cumulative total nitrate concentration of less than 7 mgA. This is less than the State and EPA
standard of 10 mgll.
Given the applicability of water quality standards and pollutants typically associated with septic
tank/leachfield effluent, the primary pollutant of regulatory concern expected to be associated
with septic tank/leachfield effluent is nitrate. Nitrate is typically selected as the limiting
pollutant from the regulatory perspective for several reasons including: (1) pollutants associated
with septic tank/leachfield contamination are commonly known to be nitrate and viral/bacterial
contaminants; (2) nitrate is known to be highly mobile in subsurface environments, while
viral/bacterial contaminants are more easily absorbed onto soils; (3) the regulatory limit for
nitrate is low relative to typical nitrate loadings in septic system effluent; and (4) nitrate
concentrations are quite low in undeveloped and uncontaminated stream systems.
We believe this recent detailed analysis fulfills the submittal requirements of BOCC Resolution
No. 96-34, Paragraph 5.
WWE previously recommended a monitoring and mitigation plan in the absence of a detailed
quantitative analysis. With this additicnal anilysis, the stringent design standards, and the
maintenance plan, we believe the applicant has developed an acceptable alternative approach as
outlined in Condition No. 8 of the Planning Commission Recommendation.
WWE will have additional detailed comments on the design standards and maintenance plan.
PMB/MJE/dIf
92t-047.040
(970) 945-1004
FAX (970) 945-5948
DATE:
TO:
FROM:
RE:
ENGINEERS
SURVEYORS
SG,M
SCHMUESEB :
GORDON MEYEB
MEMORANDUM fiAfr#*ts $}.8{ i Y
VIA MAIL AND FAX:945-921O
April 8, 1998
Michael Erion
Peggy Bailey
Wright Water Engineers
David M. Kotz, ,.r. 0n(
Los Amigos Preliminary Plan, Filing 6 through 1o, Detention Analysis
Follow-up on Tooics From Our April 7. 1998. Meetinq
This memo responds to the partially unresolved items we discussed yesterday:
1 . Source of Rainfall Data - The 1OO-year, Z4-hour storm total was taken from
Figure S-7 in "Procedures for Determining Peak Flows in Colorado". A copy ofthe cover sheet and Figure S-7 is attached. You can see that Figure S-7 is
identical to that found in NOAA Atlas 2, Volume lll for May through October
events, with the exception that the title of the graph has been changed to"lsopluvials of 1OO-Yr., 24-Hr. Precipitation in Tenths of an lnch". As lstated
yesterday, these charts are the only ones I have ever seen and utilized for
hydrologic calculations for this area. My speculation that the annual isopluvials
included the winter time snowfall events was f urther supported by information
I received from Paul Currier and John Currier of Resource Engineering. They raninto this situation a few months ago and discussed the matter with Nolan
Doesken, an Assistant State Climatologist for the Department of Atmospheric
Science at CSU. His phone number is 970-491-8545. The conclusions drawn
from Resource's discussion with Nolan were that the annual maps did include
snowfall events and that the May through October charts would be more
applicable for rainfall events. I tried reaching Nolan this morning, but wasunsuccessful. Nonetheless, I am confident that the rainfall charts used toanalyze Los Amigos are applicable f or the scs rR-bs Methodology."Procedures for Determining Peak Flows in Colorado " incorporated TR-bS and
was intended as a supplement to the original TR-SS.
2. Use of the CONIC Method for Reservoir Volumes - Yesterday I erred in stating
that a description of the method was contained in HEC-2. The description I
wasthinking of is contained in HEC-1. Pages 36 and 37 describe the procedure
and are attached. As stated yesterday, this method is supposed to yield a more
accurate calculation of reservoir volumes than the average end area method.
,^ttni' '',118 West 6th. Suite 200
Glenwbod Springs, CO 81601
,\-a:
April 8, 1998
Memo to Erion and Bailey
Page 2
Construction of the Ponds - I agree that a detailed Grading plan for eachspecific detention pond location will have to be prepared in order to ensure thatan adequate elevation versus storage relationship exists for the constructedpond. Yesterday, I just wanted to emphasize that the elevationistorage
relationship utilized in the calculations was practical for the sites being
considered.
I hope this memo adequately addresses the items we discussed yesterday. please do nothesitate to contact me if you have any additional questions or require further information.
DMK
15O2C19/lec
Attachments
cc: Greg Boecker, Los Amigos Ranch partnership
scHMUEsER GoRDoN ME'ER. rNc. l
5ch,/i,
PROCEDURES EOR DETERI"TINING
PEAK FLOWS IN COLORADO
INCORPORATES AND SUPPLE}MNTS
TECHNICAL RELEASE NO. 55
URSAN HYDROLOGY FOR SMALL WATERSHEDS
I
T
I
ilIJ Itris handbook is a revision of a handbook bearing Ehe same uirle dared
: January 1977. IE is inEended for use in deEermining peak flows for Ehe
I design of conservaEion measures and for esE,imaEing effecEs of land uset changes and sErucEural reasures on peak raEes of discharge. t{ore deEailed
j procedures are available in Soil ConservaEion Service National Engineering
I llandbook, SecEion 4 - "Hydrology". IIIEH-4 is recommended for invesEigation
I of waEersheds greaEer Ehan 25 square miles in size.
i
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3.5.5 Level-Pool Reservolr Routlng
Level-poo1 reservolr routlng assumes a 1evel water surface behlnd thereservoir. It l-s used ln conjunctlon wlth the punp optlon described ln
Sectlon 3.8 and wlth the dam-break calculatlon descrlbed ln Sectlon 6. Uslng
the prlnclple of conservatlon of rDass, the change ln reservolr storage, S,for a glven t,lne perlod, At, J.s equal to average lnflow, I, mlnus average
outflow, 0.
tr:tt-rrlrz-or1oz ...... ... (3.65)At 2 2
An lt,erative procedure 1s used to det,ermine end-of-period storage, 52, andoutflow, 02. An lnltlal estlmate of the water surface elevatlon at [he endof the tlDe Perlod is made. 52 and 02 are conputed for thls elevatlon
and substltuted 1n the followlng equatlon:
y-52-Sl
Ar
(rl )
sp1llway adequacy
Sectlons 12.7 and
Flow through
where Q ts the computed outflow, COQL 1s an orlfLce
croaa-sectlonal area of condult, WSEL 1s the waterls the elevatlon at center of 1ow-1evel outlet., and
Flow over the splllway 1s computed from
L *Ir Or *Oo
f-:oo..22
Oriflce and Welr F1ow. Ihls optlon is often used in
lnvestlgatlons of dan safety, see E:<anple problens,
L2.8.
a 1ow-leve1 out.let 1s computed from
Q - coQL * 6AREA r, \E* (wsEt _ ELrvt;EXrl
(3.65)
shere Y ls the contlnulty error for the estluated elevatlon. Ttre estlnated
elevatl.on 1s adJueted untll Y ls wlthln * 1 cf s (ro3/sec).
(1) Regervolr Storage Data. A reservolr storage volume versug
elevatlon relatlonshtp 1s requlred for 1evel-pool reservoir routlng. Ttlerelatlonshlp may be speclfled 1n two ways: 1) dlrect lnput of precomputed
storage versus elevatlon data, or 2) computed from surface area verguselevatlon data. The conlc method 1s used to coupute reservolr voluue froo
eurface area versus elevatlon data, FlB. 3.10. The volume ls aseumed to bezero at the lowest elevatlon gl.ven, even lf the surface area ls greater thanzero at that poLnt.
Reeervolr outflow may be computed from a deserlptlon of t.he outlet workg(low-leve1 outlet and splllway). There are trdo subroutlnes ln HEC-1 which
coDPute outflow ratlr€ curves. The flrst uses slnple orlflce and welr flow
eguatlons wh1le the second computes outflow from speclfLc energy or destgn
graphs and correcEs for tallwater submergence.
coefflclenE, CAREA is the
surface elevatlon, ELEVL
EXPL ls an exponent.
36
Q = coQI{ * spwrD * (wsEL - cREL)ExHf . . . . . . . . o . . . . . (3.6g)
where Q ls conputed outflow, coQW is a welr coefflclent, spl{rD ie theeffectlve wtdth of splllway, WSEL 1s the water surface elevatlon, CREL ie thesptllway crest elevatlon, and EXPTI tB an exponent.
If punping or dan breaks are not belng sl.uulated, an outfloy ratlngcurue 1s computed for 20 elevations whl.ch span the raage of elevatlone givenfor storage data. Storages are coaputed for thoee elevatl.one. The routlngls then accompllshed by the nodlfled Puls nethod uslng the derlvedstorage-outflow relatlon. For level-pooI reeervolr routlng wlth puuplng or
dam-break slnulatlon, outflows are couputed for the orlflce and welr
equatlons for each tlne lnterval.
avr.'lter+e.+@)
xr.r/(/e-l-r)
!ttara
AY|i r p16 5tai )a rG l -a tr
AI . artcca ]ra cl lca Ir
El t .bEll6 ol b. lr
t r rflcal airtoica ( E2- El) Ltil Er.. llia A2raia
llT r Lldrr ol trui{l.d Ft ol a..
Flgure 3.10 Conic Method for Reservolr Volumes
,\/\t-^-\
37
tta,r"