HomeMy WebLinkAbout2.03 ISDS Information 3I
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LOS AMIGOS RANCH P.TJ.D.
POTENTIAL IMPACTS ON
GROUI{D-WATER FLOW AND QUALTTY
DI]E TO THE USE OF
INDTVIDUAL SEPTIC SYSTEMS
FOR DOMESTIC WASTEWATER
TREATMENT AND DISPOSAL
for
SHERRY A. CALOIA
CALOTA & HOIIPT, P.C.
Prepared by:
Mclaughlin Water Engineers, Ltd.
242O ltlcott Street
Denver, Colorado 80211
(303) 458-ss50
April 1998
98410.001
69ru:aD
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John M. Kaufman' P'G" C'P'G'
i".ir. HYdrogeologist
I EI(PERIENCE
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SUMMARY OF QUALIFICATIONS
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l*I IY.rffi"ffiT*2420 Alcott Street,
April 10, 1998
Facsimile (303) 480 -97 66
mwe@mwewater.com
RONALD C. MCLAUCHLIN
LEO M. EISEL
HALFORD E, ERICKSON
WILLIAM R. KENDALL
RALPH L. TOREN
TERRENCE P. KENYON
RICHARD E. MCLAUCHLIN
RONALDJ. MCLAUCHLIN
CENE A. BURRELL
MICHAEL E. MERCER
JOHN M. PFLAUM
MICHAEL R. GALUZZI
SCOT-T E. LEHMAN
BRIAN S- KOLSTAD
C, DEAN DEROSIER
EDWARD D. BAIN
BRIAN E. CHEVALIER
DANIEL F. BLAHA
ROBERT J. ANDERSON
LEANDER L. URMY
DANIEL M, PETRAMALA
RONALD D. LUCERO
ALAN V. JOHNSON
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Ms. Sherry Caloia
Caloia & Houpt, P.C.
1204 Grand Avenue
Glenwood Springs, Colorado 81601
RE: Los Amigos Ranch P.U.D.' Garfield County, Colorado -
Potential Impacts on Ground-Water Due to the Use of Individual Septic Systems
Dear Ms. Caloia:
As requested, Mclaughlin Water Engineers, Ltd. (MWE) conducted an evaluation of the potential effects
on ground-water quality due to the use of individual septic systems at the Los Amigos Ranch residential
development in Garfield County, Colorado. A copy of our report is enclosed. The proposed subdivision
includes five separate filings of the approved Los Amigos PUD. Filings 6-10 consist of 168 single-family
lots on atotal of 1,703.058 acres of land, of which 975.927 acres is dedicated for open space land use.
There are four residential lots totaling 223.6 acres (averaging about 55.9 acres/lot). The remaining 164
single-family lots cover an area of about 503.5 acres with an average lot size of about 3.1 acres each.
Each lot is to be equipped with an individual (nonevaporative) septic system.
Upon reviewing the pertinent development plans, soil test data, geologic maps, and published well records
and reports, we have concluded the density and number of individual septic systems and the local
hydrogeologic conditions are not favorable for the use of individual septic systems. Ground-water
contamination due to nitrate loading will likely occur if individual septic systems are used in the planned
residential development. In localized areas, the nitrate concentration as nitrogen of shallow ground water
may significantly exceed l0 mg/I, the primary drinking water standard. Therefore. the use of individual
septic systems in the planned development is not recommended and should not be approved by Garfield
County Officials.
If you have any questions, please feel free to call me at (303) 458-5550.
Respectfu lly submitted,
Mclaughlin Water Engineers, Ltd.eer.#fut U1?,hff:'#:l;*1,1 'c P G
Mclaughlin Water Engineers, Ltd.
Denver, Colorado 80211 (303) 458-5550
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INTRODUCTION
At the request of Veranda Ventures, Inc. and Colorado Mountain College, Mclaughlin Water Engineers, Ltd.
has evaluated the potential effects of proposed individual nonevaporative septic systems at the Los Amigos
Ranch development on ground-water quality. The Los Amigos Ranch P.U.D. is a planned residential
subdivision located in Garfield County, Colorado about five miles southeast of Glenwood Springs' The
residential development is to include 168 single-family lots on a total of about 1,703 acres of land, of which
nearly 976 acres are dedicated for open space land use. There are four residential lots totaling 223.6 acres.
The remaining 164 single-family lots cover an area of about 503.5 acres lvith an average lot size of about 3.1
acres each. Each lot is to be equipped with an individual (nonevaporative) septic system.
The disposal of domestic wastewater is accomplished in many areas though the use of septic tanks and soil
leach fields. Anaerobic decomposition of wastes takes place in the septic tank. The liquid waste is carried to
a soil leach field, where it seeps through the vadose (unsaturated) zone to the water table. A major contaminant
of ground water from individual septic systems is nitrate which is a conservative (stable) ion. The most
important factorthat influences the development ofground-water contamination from septic tanks is the density
of septic systems in an area. Documented cases of widespread ground-water contamination from septic-tank
systems have been in areas where the lot sizes range from less than one quarter of an acre to three acres (C.
W. Fetter, 1994). Septic tanks are most likely to contribute to ground-water contamination in areas where:
there is a high density of homes with septic tanks,
the soil layer over permeable bedrock is thin,
the soil is very permeable, or
the water table is close to the land surface.
Areas with high population densities should not be served with septic tanks, and areas with thin soils, very
permeable soils, and high water tables should be avoided (C W. Fetter, 1994).
To evaluate the potential effects of proposed individual nonevaporative septic systems at the Los Amigos
Ranch development on ground-water quality, information about the development was reviewed, including
pertinent development plans, soil-test data, and geologic reports. In addition, State Engineer's Office well
records were reviewed and evaluated, and recent geologic reports were obtained from the Colorado Geological
Survey and the U. S. Geological Survey. Published documents concerning septic-tank design, operation, and
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effluent quality were also reviewed.
presented below are discussions of the hydrogeology of the plamed development area and potential impacts
on ground-water flow and quality. These discussions are followed by conclusions and recommendations.
HYDROGEOLOGY
The occurrence and movement of ground water in the regional area between Glenwood Springs and
Carbondale, Colorado (specifically east of the Roaring Fork River, north of Cattle Creek, South of Red
Canyon, and bordered on the east by Spring Valley) are determined by major stratigraphic and tectonic factors.
Shallow ground-water flow above the Roaring Fork river valley is largely controlled by significant fracture (or
secondary) permeability as opposed to intergranular (or primary) permeability in otherwise tight rock
formations. Presented in the paragraphs below are descriptions of the major hydrostratigraphic uruts that are
exposed in the regional area described above . This discussion is followed by a description and interpretation
of unusual structural features that affect the movement of ground water and is based on extensive lvork by the
Colorado Geological Survey.
Mai or Hvdrostratisranhic Units
The major geologic units that affect the occurrence and movement of ground water in the regional area include
Pennsylvanian, Permian, Tertiary, and Quaternary agedeposits. They are described below in ascending order
and are shown in Figure l.
[Fee] Eagle Valley Evaporite (Middle Pennsylvanian). This is a thick sequence of evaporite rocks
consisting ofmassive to laminatedglpsum, anhydrite, halite (salt), and beds of light-colored mudstone
and fine-grained sandstone, thin limestone and dolomite beds, black shale, and possibly eolian deposits.
Beds commonly are intensely folded, faulted, and ductilely deformed by diapirism (vertical movement
from below), flolvage, dissolution-related subsidence or collapse, load metamorphism, hydration of
anhydrite, and Laramide tectonism (mountain building). The formation is generally poorly exposed
north of Cattle Creek and south of Spring Creek. Occurrencc of prominent gypsum outcrops on
hillsides may be evidence of recent or on-going diapiric activity. Contact with the overlying Eagle
Valley Formation is both conformable and intertonguing and is defined as the base of the lowest red
bed within the Eagle Valley Formation.
The Eagle Valley Evaporite was deposited in a marine evaporitic basin known as the Eagle Basin. The
base of the formatiou is not exposed in the regional area. The formation thickness may range from
about 1,200 to as much as 9,000 feet where it is tectonically thickened along the axis of the Cattle
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Creek Anticline. The Cattle Creek Anticline trends north to south along the Roaring Fork River.
Based on oil well drilling near the mouth of Cattle Creek, the formation contains about 2,065 feet of
g)?sum, anhydrite, and siltstone, and at least 935 feet of halite. Drilling of the oil well stopped in the
halite deposit.
The Eagle Valley Evaporite contains cavernous voids as much as several feet in diameter and tens of
feet deep that resulted from near-surface dissolution of halite and gypsum. It is prone to development
of sink holes into which overlying deposits may subside or be piped. Evidence of sinkhole formation
is shown in Figure I near Colorado Mountain College and near Spring Valley'
[Pel Eagle Valley Formation (Middle Pennsylvanian). This formation is comprised of interbedded
reddish-brown , Etty,reddish-gray, and tan siltstone, shale , sandstone, g,?sum, and carbonate rocks.
The unit represents a stratigraphic interval in which the red beds of the overlying Maroon Formation
grade into and intertongue with the predominantly evaporitic rocks of the Eagle Valley Evaporite. It
includes rock types of both formations. The thickness is variable, ranging from about 500 to as much
as 3,000 feet on the west side of the Cattle Creek Anticline.
The Eagle Valley Formation is conformable and intertongues with the overlying Maroon Formation
and underlying Eagle Valley Evaporite. Contact with the Maroon Formation is placed at the top of
the uppermost evaporite bed or light-colored clastic bed below the predominantly red-bed sequence of
the Maroon Formation. It was deposited in the Central Colorado Trough on the margin of an evaporite
basin in fluvial, eolian, and marine environments. The formation may be susceptible to subsidence and
sinkholes. Surficial deposits derived from it are prone to collapse, compaction, piping, and corrosion.
The formation is generally exposed north of Cattle Creek and south of Spring Valley.
[PFm] Maroon Formation (Lower Permian? And Upper Pennsylvanian). This formation is
comprised of reddish-brown beds of sandstone, conglomerate, siltstone, mudstone, and shale and
minor, thin beds of gray limestone. The top of the formation is not exposed in the regional area. The
conglomerate contains pebble-and cobble-sized clasts of quartz, feldspar, and granitic rock fragments.
It is commonly arkosic and micaceous. The entire formation is ranges in thickness from 3,000 to
5,000 feet. The exposed thickness in the regional area is only about 800 feet.
Clastic rocks in the lower part of the Maroon Formation were deposited in basin-margin, alluvial fan
and fan-delta environments in the Central Colorado Trough, whereas the limestones were deposited
in shallow marine environments. The upper part of the formation was deposited in the Central
Colorado Trough in fluvial and eolian environments. The formation is prone to rockfall rvhere exposed
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in steep cliffs east ofthe Roaring Fork River. Beds are normally well cemented and jointed giving the
formation a blocky appearance. Some hydraulic connection with the overlying basalt formation is
probable because ofjoints and fractures.
[Tb] Basalt (Miocene). Multiple and extensive flows of (lava) basalt, basaltic andesite, and basaltic
trachyandesite underlie the entire Los Amigos Ranch property and much of Spring Valley. Basalt is
a fine-grained, sometimes glassy, basic igneous rock. In places, the unit includes slightly indurated
(cemented) sediments. Most flows are olivine basalt; many are porphyritic (large crystals in a fine-
grained groundmass). The groundmass is predominantly plagioclase and pyroxine, with lesser
amounts of olivine, glass, pigeonite, augite, and magnetite. This mineralogy renders the basalt very
hard and diffrcult to excavate.
Individual basalt flows are commonly 5 to 25 feet thick. The maximum thickness of the basalt deposit
is about 300 feet. Due to the absence of deep borehole data in the Los Amigos Ranch property area,
the thickness of the basalt deposit beneath the property is not precisely known. The thickness has been
estimated to be as much as 160 to 200 feet by Hepworth-Pawlak Geotechnical, Inc. of Glenwood
Springs, Colorado (1997). The basalt flows unconformably overlie westerly dipping Permian and
Pennsylvanian rocks.
The basalt deposit exhibits extensive polygonal sets of fractures (columnar joints) formed at right
angles to the surfaces of flows, especially in the finer-grained portions ofthe lava flows. These joints
are largely interconnected and are highly permeable conduits for the flow of ground water. Several
high-capacity wells have been constructed locally in the basalt for municipal water supply purposes.
Steep cliffs of basalt are a source of rock-fall debris due to weathering and failure along the joint
planes. Based on a review of available records of local wells completed in basalt, the hydraulic
conductivity of the igneous deposit probably ranges from less than 50 to more than 100 ftlday.
Reported yields from local wells have been as high as 400 gpm. However, the overall specific yield
of the basalt formation is probably low compared to an alluvial aquifer because yield is provided by
interconnectedjoints and fractures as opposed to intergranular porosity.
In the regional area, Miocene? sedimentary deposits [Ts] of alluvium and colluvium are sandwiched
between early lava-flow events. These deposits are comprised of clast-supported, fluvial, silty, sandy
pebble and cobble gravel with local silty and sandy deposits. The unit is poorly exposed in the regional
area. Most clasts are well rounded to moderately well rounded and moderately to highly weathered.
Thickness ranges from about 40 feet to a few hundred feet. This material is a distinct geologic unit
but is considered to be a part of the greater basalt hydrostratigraphic unit.
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tQt & Ql,l Lacustrine Deposits (Holocene and Pleistocene). Stratified and nonindurated lacustrine
(lake) deposits comprised of medium- to dark-gray, organic-rich, silty clay and silt, yellow-brown
clayey silt, and medium-reddish, well-sorted, fine to coarse sand underlie the central floor of Spring
Valley (Qlr). ft also crops out along the margins of the valley in bluffs that are 20 to 40 feet higher
than the central valley floor (Ql,). Exposed thickness of the deposits range up to 40 feet. Based on
well construction data, the lacustrine deposits are more than 100 feet thick in the vicinity of Colorado
Mountain College. Typically, the lacustrine deposits yield moderate amounts of water to wells' In
Spring Valley, the lacustrine deposits are underlain directly by basalt flows and some lesser amounts
of fractured and jointed Maroon Formation. Based on a review of available records of local wells
completed in this sediment, the hydraulic conductivity of the lacustrine deposits probably ranges from
less than 1 to less than l0 fl/day.
Structural Features
The regional area encompassing the Los Amigos Ranch property is on a shallor,v structural bench that lies
between several folds, faults, and uplifts. The structuralbench has undergone significant deformation during
the Neogene (Miocene and Pliocene periods of the Tertiary). Unusual structural features of this deformation
that affect the occurrence and movement of ground water include:
1.linear and arcuate synclinal sags, some with faulted limbs;
intrusive contacts between sedimentary formations;
sets of orthogonal faults;
circular, elliptical, rectangular, and irregularly-shaped bowlJike structural troughs ofvarying
sizes;
5. a large, arcuate, half graben whose floor rvas occupied by a lake until drained by
homesteaders (i.e.; Spring Valley);
valley anticlines; and
complexly deformed, highly broken and brecciated blocks of randomly oriented bedrock
(Pleistocene and/or late Tertiary collapse debris).
These distinctive structural features are pervasive wherever evaporitic rocks lie at or near the land surface.
Many of the structural sags, troughs, and bowls contain locally-derived sediments eroded from adjacent
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uplands. Many ofthese sediments are deformed but less so than the underlying bedrock. This deformation is
believed to be restricted to the Eagle Valley Evaporite and overlying deposits. Bedrock older than the Eagle
Valley Evaporite has not been affected by the salt tectonism and dissolution. Geomorphically, these unusual
structures have combined to create a landscape that has the classic characteristics of karst topography. Open
voids and caverns can be seen in many outcrops ofthe Eagle Valley Evaporite, and sinkholes, some quite large,
have developed in bedrock formations overlying the evaporitic rocks.
Quaternary deposits may be affected by this unusual type of deformation. River terraces are upwarped away
from modern river channels. Large broad, closed or nearly closed depressions and swales (subsidence troughs)
have developed in many outwash terraces. Sinkholes are locally abundant in surficial deposits. Drainage
pattems and the extent of many of the basin-filling surficial deposits are influenced by the sinkholes and
subsidence troughs, folded river terraces, folded and faulted bedrock, and collapse debris.
The regional area is part of a larger topographic depression the coincides in part with the area where evaporitic
rocks lie at or near the ground surface. The depression is believed to be a large collapse block that has resulted
from dissolution and flowage of evaporitic rocks from beneath the area. Neogene igneous rocks are well
preserved within the down-dropped collapse block. Both the lateral extent and amount of vertical collapse is
defined by structural deformation within the Neogene igneous rocks. The synclinal sags, intrusive contacts
between sedimentary formations, orthogonal fault sets, bowl-like structuraltroughs, arcuate halfgraben, valley
anticlines, collapse debris, and folded Pleistocene outwash terraces occur within the collapse block.
Neogene deformation ofthe regional area involves ( 1) regional down-to-the-east tilting of Miocene basalt flows
that unconformably overlie moderately west-dipping sedimentary formations and (2) a series of subparallel
bedding plane faults that closely follow the bedding ofthe moderately west-dipping sedimentary beds and offset
overlying Neogene deposits. The bedding-plane faults are downthrown to the west, but blocks of basalt
between the faults dip as much as 3 0 degrees eastward, opposite that the underlying pre-Laramide sedimentary
formations. This type of deformation can be explained by dissolution of evaporitic rocks that underlie the area
or by flowage ofthe evaporites toward the Roaring Fork Valley. As the evaporites were removed, the regional
area tilted eastward.
Sl,nclinal sags, the bowl-like structural troughs in bedrock, the half graben of Spring Valley, and the presence
of collapse debris all can be explained by locally intense subsidence within the regional collapse block.
Features such as valley anticlines and intrusive sedimentary contacts are probably a result ofdiapirism. Folded
outwash terraces are a product ofeither dissolution-induced, localized subsidence and/or diapiric processes.
Ground-Water Flow Conditions
A general water-table map of the saturated basalVlacustrine sequence in the vicinity ofthe Los Amigos Ranch
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property was developed and is shown in Figure 1. The map was developed from static rvater-level
measurements in existing wells, elevations of perennial stream reaches in Spring Valley, topographic maps of
the regional area, and the geologic map (Figure l). The wells used to construct the map are listed in Table l.
Permit No.
40906-F
154085
207152
207151
15801-F
I 5 802-F
I 5803-F
30830
3083 I
18148
31599
36767
23582-RF
28959-F
Map No.
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7
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23
27
Table I
Locntion
NE/SE/5/T7S/R88W
NW/NE/29lT6S/R88W
NEAIW9/T7S/R88W
NW/NW9/T7S/R88W
Nwsw4/T7s/88W
Nw/SW/4/T7S/R88W
NWSW4/T7S/RS8W
NWSW/4/T7S/R88W
NW/SW4/T7S/RS8W
sE/sw5/T7S/R88W
NE/SW/28iT6SlR88W
NENW4/T7S/R88W
sE/swi20/T6s/R88W
sw/NE/29lT6S/R88W
Water Table Elevation (feet)
6848
6955
6608
6596
6820
6824
6819
6824
6822
6697
6980
6952
6920
6904
The water-table map indicates there is a ground-water mound beneath the upland area located betrveen Spring
Valley and the Roaring Fork River. In other words, the land to be occupied by the Los Amigos Ranch property
is a natural recharge zone. Ground water moves away from the mound in all directions with a natural
hydraulic gradient that likely ranges from approximately 0.0I to 0.09 feeVfeet. The most gentle gradients are
located on the west, north, and east sides of the mound. The steepest gradients occur on the south side of the
mound coincident with steep ground slopes. The variable gradients indicate transmissivities of the basalt
formation vary directionally and are structurally controlled.
Perennial surface florvs in Spring Valley (i.e.; Spring Creek) are maintained by ground-water discharge into
the lacustrine sediments from the northeast and east and from west and southwest. A ground-water divide in
Spring Valley occurs near the southeast corner of Section 32, T6S,R88W. North of the divide ground water
flows northward in the valley to Spring Creek. South of the divide ground water flows toward the municipal
well field near Colorado Mountain College and to Cattle Creek. The well field is also supplied by southeasterly
ground-water movement from the upland area where the proposed Los Amigos Ranch development is to be
located.
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POTENTIAL IMPACTS ON GROUND WATER
presented in Figure 2 is the Los Amigos Ranch Development P.U.D. along with the general water-table map
shown in Figure l. The Los Amigos Ranch development will change the local ground-water conditions. The
municipal wells located near the college will be used to supply water to the development for domestic purposes.
Landscape irrigation activity and onsite use of individual nonevaporative septic systems rvill increase the local
ground water recharge. As a result, ground-water levels will rise. Springs may emerge in the otherwise
ephemeral drainages that flow southwesterly through the development. The apex of the ground-water mound
will likely shift to the northeast in the direction of greater transmissivities. As the municipal wells pump
greater amounts of ground water to supply the domestic needs of the development, greater drawdown at the
well field will occur. The increased drawdown at the well field and northeasterly shift of the ground-water
mound will combine to increase the overall contribution of ground-water flow from Los Amigos Ranch
development area to the municipal well field.
The amount of ground-water recharge that will occur from seasonal landscape irrigation will be a function of
vegetation types, irrigated areas, and watering practices. The steady-state recharge contribution from the
proposed onsite nonevaporative septic systems will be approximately 30 acre-feet per year. This volume was
computedassuminganaveragedailydomesticwastestreamof45gallonsperperson(EPA, 1980),3.5persons
per single-family residence as per the decreed augmentation plan for the development, and 168 units as per the
Los Amigos Ranch P.U.D. At each single-family residence, this recharge rvill occur over a very small area
or along a short buried trench through shallow natural or imported surface soils. After the effluent passes
through the shallow surface soils, it will percolate rapidly into the interconnected fractures and joints of the
basalt formation. Movement through the basalt will be rapid as compared rvith even coarse alluvial sediments
such as gravel.
Nitrate concentrations in retum flows from landscape irrigation rvill be a function of vegetation types, irrigated
areas, and individual fertilization and irrigation practices.
There are no septic tank design requirements specifically established to enhance high levels of nitrogen removal
in domestic wastewater. Designs that provide excellent solid-liquid separation ensure lower concentrations of
nitrogen associated with suspended solids. Organic nitrogen in domestic wastervater readily undergoes
decomposition to ammonia in septic tanks. According to the EPA (1980), about 2 to l0 percent of the total
nitrogen from the home may be removed in the septic tank. Approximately 65 to 75 percent of the total
nitrogen in septic tank effluents is in the ammonia-nitrogen form, indicating a significant level ofdecomposition
of organic nitrogen. Nitrification of septic tank effluents occurs readily within sand filters. During
nitrification, nearly all the ammonia is converted to nitrate.
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The total nitrogen concentration of the septic-tank effluent will likely average about 45 mg/l (EPA, 1980)
Because of shallorv soils and the hydraulic properties of the basalt formation, only negligible attenuation of
organic and ammonia species of nitrogen may be possible. As the effluent from the individual septic leach
fields flows through the joints and fractures of the basalt formation, only minimal lateral dispersion will occur.
Instead, flows will take onthe appearance of narrow channels of high-nitrate ground rvater inter-fingered with
narrow channels of lower-nitrate ground water. As stated above, some of the effluent from the proposed
development will flow back to the municipal well field. The presence of volcanic-ash interbeds and basalt
fractures partially filled with Quaternary sediments and other debris may inhibit the vertical dispersion of the
effluent. As a result, high-nitrate water from the septic leach fields may concentrate near the water table'
I coNCLUsroNs AND RECoMMENDATIoNS
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The proposed density and number of individual nonevaporative septic systems at the Los Amigos
Ranch property are high (164 on 3.I-acre lots) and are not favorable to prevent ground-water
contamination.
In many areas of the proposed development, surface soils are thin or nonexistent. Only fractured and
jointed basalt is exposed at the ground surface. Such conditions are not favorable to overall septic
system operation.
Surface soils are underlain by highly permeable basalt deposits which provide little, if any, dispersion
ofthe septic effluent. Septic effluent concentrations ofnitrate as nitrogen are expected to average
about 45 mg/I.
The proposed use of individual nonevaporative septic systems at the Los Amigos Ranch property will
significantly increase the nitrate content of the ground-water supply. In localized areas, the nitrate
concentration as nitrogen of shallow ground water may significantly exceed l0 mg/I, the primary
drinking water standard.
Use of individual nonevaporative septic systems at the Los Amigos Ranch residential development is
not recommended as proposed and should not be approved by Garfield County offrcials.
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.IIIIIII!I
LIST OF REFERENCES
, Prentice-Hall, pp' 412-474'3'd edition'
Ereeze,R' A' and Cherry' J' A'' Groundwater ' lg79'Prentice-Hall' 604 p'
Fetter, C.W', 1994' Aoplied Hvdroqeoloev
US EPA, 1980,
39lP.
Hem, J' D',1992" Studv anq rt''
SuPPIY PaPer 2254'PP' 35-36'
Suppty L qYv' ---
' ^ 'a ^ Ens'ineers' McGraw-HILL' pp' 420-4zl'
Sawyer, C' N' and McCarty' P' L'' 1967' Chemistrv for Sanitatv
Hepwonh_pawlak Geotechnical, Inc., 1gg7, ..preliminary Geotechnicar Study, proposed Residential
Development, ""'
;;;' *** P'u'D'"' prepared for Greg Boecker'
--, .^. rr On Al?
USGS Water-
EPA 625l1-80-012,
State Engineer's Office Well and Decree Records'
Kirkham,R'M.andWidmann,B.L.,|gg,l,..GeologicMapoftheCarbondaleQuadrangle,GarfreldCounty,
Colorado", Colorado Ctotogi"uf Survey Open File Report 97-3 '
Kirkham,R'M'etal''1996"'GeologicMapoftheCattleCreekQuadrangle'GarfieldCounry'Colorado"'
ColoradoGeologicalsurveyopenFileReportg6-1.
Kirkham,R.M.etal.,lgg5,..GeologicMapoftheGlenwoodSpringsQuadrangle,GarfieldCounty,
Colorado", Coto'uao"C"ological Survey Open File Report 95-3 '
Kirkham,R'M'etal''I995"'Geologic*:::-:*ShoshoneQuadrangle'GarfieldCountv'Colorado"
:ffi; o."i"r", Survey open File Report e5-4.
F. M. Fox & Associates' 1974'
#l;::ffiilHli oGeorogicar SurveY' 3o P
wright water Engineers , rgig,..Los Amigos/cMc - proposed Land Treatment site"' Memorandum Report
to John HoPkins'
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LOS AMIGOS RANCH P.U.D. AND
WATER TABLE CONTOURS LOS AMIGOS RANCH P.U.D.McLAUGHLIN WATER ENGINEERS, Ltd.2420 ALCOTT ST.
-
DENVER. CO 8021 1
FILENAME: LOSAMIGOS2.DWG DATE: APRIL 1998
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ADDENDI.]M NO. 1
LOS AMIGOS RANCH P.I.J.D.
POTENTIAL IMPACTS ON
GROUND-WATER FLOW AND QUALITY
DUE TO TIIE USE OF
INDryIDUAL SEPTIC SYSTEMS
FOR DOMESTIC WASTEWATER
TREATMENT AND DISPOSAL
for
SHERRY A. CALOIA
CALOTA & HOUPT, P.C.
Prepared by:
Mclaughlin Water Engineers, Ltd.
2420 Alcott Street
Denver, Colorado 8021I
(303) 4s8-sss0
April 1998
98410.001
1,,r,,, MIIIIE Mclaughlin Water Engineers, Ltd.
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April 24, 1998
Ms. Sherry Caloia
Caloia & Houpt, P.C.
1204 Grand Avenue
Glenwood Springs, Colorado 81601
RE: Los Amigos Ranr:h P.U.D., Garlield County, Colorado -
Potential Impactr; on Ground-Water Due to the Use of Individual Septic Systems
Addendum No. L
Dear Ms. Caloia:
As requested, Mclaughlin Water Engineers, Ltd. (MWE) developed an addendum to the above-referenced
report dated April 10, 1998, to address issues raised at the April 13, 1998, Garfield Countl, Commissioners
meeting concerning the appropriateness of individual septic systems at the proposed Los Amigos Ranch
development. This report presents a response to comments by Resource Engineering, Inc. and a discussion
of the fate and transport of'septic effluent.
Based upon a review and analysis of additional well data in the project area and information concerning
the fate and transport of septic effluent at Los Amigos Ranch, the conclusions and recommendations
presented in the original report are reaff,rrmed. While there are important engineering aspects to the design
of an on-site septic systenr that can be addressed to ensure effrcient septic-system operation in the Los
Amigos Ranch development, geologic conditions are not favorable to prevent nitrate contamination of the
ground water.
The hydrogeologic conditions of the development site have not been adequately researched by the
developer to justify the use of individual septic systems. If the Los Amigos Ranch development is to be
permitted to utilize indivirlual septic systems, then the geologic and solute transport concerns discussed
in the report should be fully addressed before such approval is granted. This would require the installation
and testing of several nronitoring wells (shallow and deep) to specifically characterize the local
hydrogeologic conditions. A solute-transport analysis will also be needed to accurately forecast long-term
nitrate loading in the ground water. Such a study could be cost-prohibitive.
The topography and proposed lot configuration of the development may not be advantageous for the use
of a gravity-feed wastewater collection system. As a cost-effective alternative to the installation of several
sewer-lift stations, the developer should consider using a low-pressure, small-diameter, variable-grade
sewer-collection (SDVG) system which can be powered by individual grinder pumps. Simpler pumping
systems may be feasible u'hen combined with the use of individual septic tanks to settle solids.
2420 Alcott Street, Denver, Colorado 80211 (303) 458-5550
Facsimile (303) 480-97 66
mwe@mwewater.com
RONALD C. MCLAUCHLIN
LEO M, EISEL
HALFORD E, ERICKSON
WILLTAM R. KENDALL
RALPH L. TOREN
TERRENCE P, KENYON
RICFIARD E. MCLAUGHLIN
RONALDJ. MCLAUCHLIN
CENE A. BURRELL
MICHAEL E. MERCER
,OHN M. PFLAUM
MICHAEL R. 6ALUZZI
SCOfi E. LEHMAN
BRIAN S. KOI-STAD
G, DEAN DEROSIER
EDWARD D. BAIN
BRIAN E- CHEVALIER
DANIEL F. BLAHA
ROBERTJ. ANDERSON
LEANDER L. URMY
DANIEL M. PETRAMALA
RONALD D. LUCERO
ALAN V.
'OHNSON
WASTEWATER COLLECT ON TREATMENT AND REUSE FIRE PROTECTION WATER BASED RECREATION SPECIALTY HYDRAULICS RATE STUDIES AND UTILITIES ECONOMICS
I
I As stated in the original report, we have concluded the density and number of individual septic systems
I and the local hydrogeologic conditions are not favorable for the use of individual septic systems. Ground-
I water contamination due to nitrate loading will likely occur if individual septic systems are used in the
planned residential development. In localized areas, the nitrate concentration as nitrogen of shallow
t ground water may significantly exceed 10 mg/I, the primary drinking water standard. Therefore, the use
of individual septic systems in the planned development is not recommended and should not be approved
I
Garfield County OfFrcjials.
If you have any questions, please feel free to call me at (303) 458-5550.
I Respectfr,rlly submitted,
Mclaughlin Water Engineers, Ltd.I furry,*-\t l?l?"hffi:?tr;,1;l'cPG
I cc: Kevin Patrick
jo}lcAmigo3.wpd
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INTRODUCTION
This addendum re,port was prepared to address issues raised at the April 13, 1998, Garfield County
Commissioners meeting during which the appropriateness of individual septic systems at the proposed Los
Amigos Ranch development were discussed and debated. Presented in the following paragraphs are (l) a
response to comments by Resource Engineering, Inc. and (2) a discussion of the fate and transport of septic
efluent.
RESPONSE TO COMMENTS BY RESOT,IRCE ENGINEERING,INC.
Water-Table Map
IvI\ilE has examined additional well data as presented by Resource Engineering, Inc., and has amended the
water-table map accordingly in Figures I and 2. As these figures show, the ground-water mound is present
with an even greater peak elevation.
So-called dry wells referenced by,Resource Engineering, Inc. (Wells No. 31, 32,and 4l; Permits No. 188402,
188403, and 188404 for Kindall Ranch) are shown in these tu,o figures. Review of the u'ell completion and
test reports indicates that static water-level data were not reported and the geologic logs are vague. To presume
these boreholes are dry based on this lack of information is premature. The fust two boreholes were drilled
to a depth of 300 feet; the third borehole was driiled to a depth of 500 feet. Each borehole was dnlled using
the air rotary method. Production testing was conducted in each open borehole and not in a cased rvell. None
of the boreholes yielded measurable amounts of water from the air-lift tests. Circulation loss and./or lorv
specific yield relative to the air-injection volume and air-lift velociry ma), account for the apparent lack of water
production from each borehole. For these three boreholes, the static water levels are unlanorvn. Abandonment
reports for these boreholes are not in the respective well permit files at the State Engineer's Office. If these
boreholes still exist, the current static water levels in each hole should be measured.
No record ofWell No. 51, also shown in Figures I and2, was not found in the State Engineer's Office files.
The log of this borehole should be submitted to the State Engineer's Office. If this borehole still exists, the
current static water level in the borehole should be measured.
The reported static water level after drilling Well No. 46 (Permit No. 119503) was 300 feet. This water level
is inconsistent with other nearby wells and is believed to be incorrect. A purnp installation report forthe well
is not in the State Engineer's Office well permit file to veri$ this water level. The current static water level
at the well should be verified.
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Ground-Water FIow to Sorins Creek
During the Garfield County Commissioners meeting on April 13, 1998, MWE illustrated and described the
concept ofground-water flow from an unconfined aquifer to a perennial stream where the bottom ofthe aquifer
is belowthe bouom ofthe stream shannsl. This steam-aquifer relationship is shown in Figure 3a and is similar
to the hydrogeologic conditions that exist in Spring Valley. Unless a barrier to flow exists, all flow from the
aquifer to the channel must be nonlinear, as shown in Figure 3a. MWE stated during the meeting that a
ground-water mound exists in the basalt-capped upland area located south and west of Spring Valley and in
the vicinity of the proposed Los Amigos Ranch development. The perennial flow of surface water in Spring
Creek is maintained by ground-water flow to the channel from upland areas bordering both sides of the valley.
Flow ocaurs because the potential energy head in the aquifer drives the water from areas ofhigher head to areas
of lower head. Flows lines from the aquifer to the stream cha:rnel are perpendicular to the lines of equal water-
table elevations, as shown in Figure 3b. No barrier to ground-water flow is known to exist in the viciniq, of
Spriog Valley. According to &e Colorado Geological Survey (Kirkham and Widmann, 1997), the valley is a
half graben (or down-thrown block) formed as a result of intense subsidence induced by dissolution of
underlying evaporitic rocks. The basalt and sedimentary rock formations that underlie this valley and overhe
the evaporitic rocks are likely fractured, highly permeable, and hydraulically interconnected. Geomorphically,
the landscape of the area is a karst topography with sink or collapse structures. This type of topographl,is
produced not by normal surface runoff, but by percolating ground $'ater.
As a rebuttal to these remarks, Resource Engineering, lnc. presented tu,o illustrations to show that "one-sided"
ground-water flow to a drainage can exist and that such is the case at Spring Valley. ln other u,ords, there is
no ground-water flow from the basalt-capped upland area in the vicinity of the Los Amigos Ranch development
to Spring Creek. Insfsad, Resource Engineering, Inc. suggests that ground water flou,s from Spring Vallel,
southwesterly to the Roaring Fork River. The first illustration by Resource Engineering, lnc. is recreated in
Figure 4 and shows ground-water florv to a dewatering trench that partially penetrates an unconfined aquifer
with a sloping water table. Similar to Figure 3a, ground-water flow to the dewatering trench will be nonlinear.
Assuming all ground water is removed from the trench, the water table will curve downward to the bottom of
the trench from both sides. The water-table configuration on t}re left side ofthe trench will not be flat as drawn
by Resource Engrneering, Inc. unless the trench fully penetrates the aquifer. However, in Spring Valley the
creek does not fully penetrate the aquifer. Available weU records indicate the aquifer beneath the creek is over
100 feet thick. Therefore, this illustration is not applicable to the hydrogeologic system known to exist in the
Spnng Valley area.
The second illustration by Resource Enginecring, Inc. (Figure 5), Inc. depicts a site investigated by the firm
where ground water reportedly discharges as springs and seeps into a lowland (or valley) from one side and
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orits as perennial streamflow. At this site there is no surhce evidence of ground-water discharge from the
opposite side ofthe valley. In order forthis condition to exist, the ground-water seepage must be the emergence
of a contact spring where permeable rock units overlie rocks ofmuch lower permeability. A lithologic contact
is often marked by a line of springs, which may be either in the main water table or in a perched water table.
The underlying layer need not be impermeable, merely that the difference in hydrautic conductivity be great
eirough to preclude the transmission of all of the water that is moving through the upper horizon (Fetter, I 994).
As statod above, Sprirrg Creek does not fully penetrate the aquifer and the strearn cbannel is not underlain by
relatively impermeable rocks. Instea4 the creek is underlain by permeable lake deposits, fractured basalt, and
fractured Maroon Formation interbeds of sandstone, siltstone, and shale. Therefore, this illustration is not
applicable to the hydrogeologic syst€m lnown to exist in the Spring Valley area.
Perched Water Table
Resource Engineering, lnc. proposed that the local well data may indicate the presence of a perched water table
in the basalt upland area near tle Los Amigos Ranch development. There are insufficient data to confirm this.
Nevertheless, a perched water table can exist in basalt formations because of the hydrogeologic character of
the rock material. This h1'drogeologic character of basalt is described in the follor.r'ing paragraphs.
FATE AND TRANSPORT OF SEPTIC EFTLIJENT
Permeability and Porosity of Volcanic Rocks
Volcanic rock form as a result of solidification of magma at or nqtr the ground surface. In a
hydrogeologic sense, these rocls generally differ from most other crystalline rocks in that they have
primary features that cause permeability within otherwise-solid rock mass. As described below, these
features are related to the history of the rocks.
When magma extrudes to the ground surface and flows as lava, the rocks that form on cooling are
generally very permeable. At the surface, rapid cooling and escape of gasx causes cooling joints and
bubble-like pore spaces. While the lava is in motion, a crust forms on the upper surface as cooling takes
place. Flow of the lava beneath the crust causes it to become fractured, producing a blocky mass of rock
that is commonly pulled under the leading edge of the lava flow. The final result is a solid mass which
in many places has coarse rubble zones above and below more dense rock. The blocky rock masses and
associated gravel interbeds produce a bulk permeability that is very high in most young basalts. Alteration
of deeply buried basalt or by the influx of cementing fluids during geologic time causes the permeability
to decrease (Freeze and Cherry, 1979).
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In geologic terms, the Tertiary basalt beds in the Spring Valley uea are recent deposits. Some recent
basdt aquifers have close to the highest trensmissivities known @avis and DeWiest, 1966). Ground water
may be difficult to develop from basalt aquifers, even though ransmissivities of recent basdt flows are
high, because ground water drains freely to points of discharge at str€ms and the depth to ground water
may be excessive or water may be locally absent. To find ground water in basalt, attention must be paid
to locating'impermeable' zones.
The porosity of unfractured basdt is generally less than one percent. Dense massive lava-flow rock will
have I to l0 percent porosity. Permeability is largely a function of other primary and secondary structures
within the rock. As shown in Figure 6, features creating high K in basalt include:
@lumnar joints caused bY cooling,
lava tubes,
vesicles that intersect,
tree molds,
Aactures caused by buckling of partly congealed lava, and
voids left between successive flows @igure 7).
In the Spring Valley area, permeability is also enhanced by collapse fractures and faults caused by
subsidence induced by dissolution of underlying evaporitic rocks and regional folding. Porosity may be
increased locally and near the ground surface due to weathering.
Buried soils (paleosols), a common feature in thick sequences of volcanic rock, can form local horizons
of "perched" ground water. In areas of extensive volcanism, a basin that is undergoing sedimentation may
contain complicated sequences of alluvial, volcanic, and lacustrine material. The basalt deposis in the Los
Amigos Ranch development are interbedded with alluvial deposits. Volcanic rock in which interbedded
sediments (or pyroclastics) are absent will have relatively low porosities if large volumes of rock are
considered.
Although reliable mqsuremens of bulk density are not found in the literature, the rapid rise in water
levels reported in areas recently put under irrigation indicates that the porosity can be less than 5Vo in
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volcanic rocts which are good to excellent aquifers @avis and DeWiest, 1966). Aquifer tests made in
the Snake River Basalt of Idatro yielded storage coefficients of 0.02 and 0.06, which would suggest an
effective porosity of less than l0 percent, provided that the aquifer in the tests wils entirely unconfined.
Sedimens (interbedded) with the lava will greatly increase the average porosity of large volumes of rock
that arepredominantly volcanic. Under favorable circumstances the interbdded sediments provide storage
space for the water whereas the more permeable volcanic rock conducts the water to the wells.
The hydraulic conductivity of various types of basalt will likely range from 0 to 2,400 ftlday. Horizontal
permeability will be due to spaces between lava-flow events. Vertical permeability is largely due to
fracturing of partially solidified lava in the late stages of movement together with shrinkage cracking.
Commonly, vertical permeability is very small in comparison to horizontal permeability. If the basdt beds
are tilted by tectonic movement after they have been deposited (such as in the Los Amigos Ranch
development area), septic effluent movement in the unsaturated zone of the basalt will be down-dip
berween the lava flows as schematically shown in Figure 9. In the Los Amigos Ranch development area,
this percolation will be in a northeasterly direction until the water table is encountered. Therefore, ttre
possibility may exist for some septic emuent from the development to emerge in Spring Valley.
In general, "pahoehoe" flows ffigure 6) are much more permeable than are dense interior portions of thick
"aa" flows. The upper and lower parts of the aa flows may be brecciated and quite permeable. Buried
soils and ash beds may form semi-horizontal barriers to outer movement. Owing to the extreme high
permeability of some volcanic rocks, biological contamination is a potential danger @avis and DeWiest,
1966).
On a large scale, the permeability of basalt is very anisotropic. The centers of lava flows are generally
impervious. Buried soils that produce high permeability develop in the top of cooled lava flows. Stream
deposits occur between the flows. The zones of blocky rubble generally run parallel to the flow trend.
The direction of highest permeability is, therefore, generally parallel to the flows. Within the flow, the
permeability is normally greatest in the direction of the steepest original dip of the flows (Freeze and
Cherry, 1979). This is shown in Figure 8.
Ihansport of Contaminants in Porous and Fractured Rock
The physical processes that control the movement of a dissolved, nonreactive ground-water contaminant
(such as nitrate) through soil and rock is advection and hydrodynamic dispersion. Loss of nitrate mass
in soil or rock is negligible except in unusual high-reducing ground-water conditions. Advection is the
component of solute movement attributed 1s 6ansport by the flow of ground water. The rate of transport
is equal to the average linear ground-water velocity. Hydrodynamic dispersion occurs as a result of
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mechanical mixing and molecular diffrrsion (Freeze and Cherry, 1976).
Dispersion is the spreading of a solute as it moves through a porous medium. The net effect of the
dispersive phenomena is to decrease the concentration gradient between two different solutions of the same
solute. In essence, dispersion reduces the sharp interface between the two solutions (Knox, et al., 1993).
The heterogeneity of most geologic materials introduces irregularities of flow with the consequent effects
on the mixing of the contaminant, which often far overshadow the effects of microscopic dispersion.
Heterogenelty of the aquifer and irregular geometries of ground-water recharge and discharge zones,
together with the lack of specific data on aquifer characteristics, preclude quantitative evaluation of
dispersion coefhcients ("dispersion configuration") for most natural ground-water flow situations. In
general, the magnitude of dispersion for uniform sands can be measured in terms of only a few feet over
a travel disunce of 1,000 feet @reeze and Cherry, 1976). This is schematically illustrated in Figure lOa
which shows the shape of a contaminant plume from a continuous point source.
In saturated flow through porous media, velocities vary widely across any single pore, just as in a capillary
tube where the velocity distribution in laminar flow is parabolic. ln addition, the pores possess different
sizes, shapes, and orientations. As a result, when a contaminant is introduced into a flow system. it
spreads gradually to occupy an increasing portion of the flow region. This is a nonsteady, irreversible
mixing process by which the contaminant disperses within the surrounding water.
Hydraulic conductivity has a direct influence on the seepage velocity in a saturated formation.
Consequently, it will also have a direct impact on the transport of contaminants in the subsurface. Spatial
variability in hydraulic conductivity is a critical factor controlling mass transport. Spatial variability of
subsurface solute movements is derived mainly from the variability of the hydraulic conductivity. Thus,
heterogeneity in an aquifer system has a pronounced effect on contaminant migration (Knox, et al., 1993).
Fractured formations, such as basalt, can be viewed as a solid rock matrix, typically with a low
permeability, that is cracked or fractured. Owing to the low permeability of the rock matrix, most fluid
flow through the formation will be through the interconnected fracture channels. The velocity of fluids
moving through fractures has traditionally been approximated using the so-called cubic law which was
developed from the study of nonturbulent flow of a viscous, incompressible fluid between two parallel
plates. The average velocity parallel to the planar surface is developed using Darcy's Law and the
equivalent hydraulic conductivity. Iongitudinal dispersion in the fracture is significant for low velocities.
This is schematically illustrated in Figure 10b which shows the shape of a contaminant plume from a
continuous point source in fractured rock. Fracture spacing can have a significant effect on the advance
rate and ultimate penetration of a contaminant (Knox, et al., 1993).
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Fate and Tfansport of Septic Effluent
Each individual septic leach field in the Ios Amigos Ranch development will become a continuous point
source of nitrate contamination. The concentration of nitrate in the effluent seepage will be a function of
the biological denitrification capacity of the leach-field soils (Iong, 1995 and Cantor, 1997).
Denitrification is the biological reduction of inorganic-nitrogen to nitrogen gas. Coarse soils will inhibit
the denitrification process. As long as carbon and dissolved oxygen are available, nitrification (or the
oxidation sf ammsnium-nitrogen to nitrate) will be present. In typical on-site septic systems, oxygen
availability is the most important factor affeaing nitrification (Long, 1995). Nitrate is typically more
mobile in the subsurface environment than ammonium-nitrogen. When niuate reaches ground water, it
becomes very mobile because of its solubility and anionic form. Nitrates can move in ground water wirh
minimal transformation. They can mi$ate long distances from input areas if there ue highly permeable
subsurface materials that contain dissolved oxygen (Canter ,1997).
From the individual septic leach fields in the Los Amigos Ranch development, ammonium-rich effluent
will percolate vertically until it encounters the basalt bedrock. Each leach field will be comprised of a few
feet of natural or imported soils within which some denitrification may occur. At the soil-basalt conract,
the effluent seepage will likely change course and flow down-slope to the southwest until it encounters one
or more vertical joints or fractures in the basalt, or until it emerges as a local contact spring. Unsaturated
flow within the basalt will likely occur along very permeable bedding planes that separate the individual
lava flows and through joina and fractures, as schematically shown in Figure 9. These beds dip in a
northeasterly direction. As the effluent percolates through the unsaturated zone, it will undergo
nitrification.
The nitrate plume from each point source will likely appear similar to Figure lOb. Within the fractured
rock formations beneath the Los Amigos Ranch development, uniform mixing of the high-nitrate effluent
will not occur, as proposed by the developer. This further indicates that the developer's forecast average
concentrations of nitrate in the ground water beneath the property are not applicable to the hydrogeologic
conditions that are present. A low specific yield of the aquifer (likely in the range of I to l0 percent) and
the planned close spacing of the individual septic systems (one per every 3.1 acres average for 164
residences) will likely compound the contamination concern. The notion proposed by Los Amigos Ranch
that the density of septic systems in the development will be l0 acres per individual septic system because
of open space is spurious. The lO-acre figure would be valid only if the open space is eliminated and the
lots are re-platted to be l0 acres each.
Concentrations of nitrate in the ground water will be variable because of the geologic factors discussed
above. As reported by Ford, et al. (1980), this phenomenon has also been observed in the mountains of
Jefferson County, Colorado. Geologic factors are significant in explaining the occurrence of contamination
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in well water' aad they are difficult to deal with in mouDtainous environmeas due to the variation in the
dep& to bedrock, fraca[e direction, specific yield of the aquifer, and other factors that defy easygenerdization. Geological considerations may arso explain coriform contrmination when weil construction
is adeguate' Ford, et al.(1980) noted that fractures in crystalline bedrock are not effective in filtering the
bacteria associated with waste effluent. Moreover, orientation of the rock fractures does influence the
direction and travel path of the contaminants. This indicates that simply locating a well at an elevarion
above the wastewater source does not provide any assurances that Ieachfield effluent will not flow into the
well.
CONCDUSIONS AND RECOMMET\DATIONS
1' Based upon a review and analysis of additional well data in the project area and the foregoing
discussions concerning the fate and transport of septic effluent at Los Amigos Ranch, the
conclusions and recommendations presented in the original report are reaffirmed.
2' while there are important engineering aspects to the design of an on-site septic system that can be
addressed to ensure efficient septic-system operation in the Los Amigos Ranch development,
geologic conditions are not favorable to prevent nitrate contamination of the ground water.
3' The hydrogeologic conditions of the development site have not been adequately researched by the
developer to justify the use of individual septic systems. If the Los Amigos Ranch development
is to be permitted to utilize individual septic systems, then the geologic and solute transpon
concerns described herein should be fully addressed before such approval is granted. This would
require the installation and testing of several monitoring wells (shallow and deep) to specifically
cbuacter'ae the local hydrogeologic conditions. A solute-transport analysis will also be needed
to accurately forecast long-term nitrate loading in the ground water. Such a study could be cost-
prohibitive.
4' The topography and proposed lot configuration of the development may not be advantageous for
the use of a gravity-feed wastewater collection system. As a cost-effective alternative to the
installation of several sewer-lift stations, the developer shourd consider using a low-pressure,
smalldiameter, variable-grade sewer-collection (sDVG) system which can be powered by
individual grinder Pumps. simplerpumping systems may be feasibre when combined with the use
of individual septic tanks to settle solids.
-
8
ll
:l
rl
rl
ll
I
T
I
I
l
I
lr
Ir
lr
Ir
lr
I
T
I
T
T
T
In,iltralion to
groundwater table --l
Figure 3a. Cross section through a stream valley showing flow lines in the
Sround-water system (from Driscoll, l9g6).
---l
90 80 70 60 70
<i-
I
- -l80 90 100
Figure 3b. Looking down on the stream valley from above with the water table
exposed. The dotted lines represent points of equal ground_water
elevation (from Driscoll, 1996).
Stream
:l
rl
rl
rl
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t
I
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6;,' '*lr/'!'\iVs'
og)*
'- "Qs [ * I Aruncut |lil (lortest Holocure)
Aluvlum ond cdluvlum, undlrldod
(Holocere ond lotset Plebtocare)
ALIUVIAL DEpSSTS 161 Colluvtrm od dratro$ d.poa]tC undhldcd
=-r Sfuton-dronnd. ltoofioloh. qld lor-trrocc | * I (Hdocfic ond lotc Plolrtoccnc)
* #;ff"fin',,iltiotcPrdrtocarc) @ [l''#lt",tTl;t;ll*H:i
I t''s' I (Hdocene ond hte Pleistocare) @ Sltfu.Jf{gifl*ilrrrr,
fftr l lfilnf,o*.o'rrr' ffi oo" d*rrf,or dpodtr
r^--r lntrmrdlsto tsroco dludum ' I (Holocano? od Plelitocme)
I qun I (hte ptcatocsre) EoUN oEposTs
r*r f,*io,lffij};i, [-ffi-l rr* (rote ond mrddre? preretocone)
rxn Od6t tcnoct dluvium LACUSIRINE DEPOSTS
# til1-t';r*'1,fl1*iiffiL. @ Loorst'rno depmhr (Hdocana ond Prerutocare)
| ('v I oni7, toti rruriy) ,ND'FFE,R{IIATD $,RRoAt Dp'sTs
c0LIUvAL DPoSTS . tE $rflclot dopodtB, undtffsr$ttsted (erotrnory)
l-G-t cur,*,m (Hdocrna ond rotc Hcrstocarc) ffikff#ilfiffi'Httl:Tli*t DEP,srTs
[-E-l totrr (Hdocarc md loto Pldotoc,arc) CU1,APSE D1P9STS
[d;-1 Londdlde dqoCte f0Tt] Coilopse d6rts (Rtet*ocane md tote lrgory)I (J8 I (dd'; oiJ rrr*o.a'r) BDRoo(
[Oco I qd!, collurtrm (Edrtocne) I Ib I gooott (Uiocar)
I otao I o*r londdldo dqolte (Pldetocae) lTl srotr",try dqostta (Ilbccnc?)
AI-IUVIAL AND COI.IUV'IAL DEPOSTS '-_lEEl yq171es. debrre-fror depodte (Huocau) | i?ml M6,YrtJE$lTrHlH) Pcrmlo?
IToI i"gr. V.rr.y i*'iouoilfirue Parneytwrlon)
:1
6904
Qac
:,')Q,.e
'980L
9-
l\ ..4.i'- -. -r
- *6.
\/
lEl EsEs Yolloy Enporlte (rlddlo Parnetrunhn)
.16 Vett Number ond-6952 Vo,ten Tohte Etevotton (ft)
{ii
\
i'i>\L I
\,,.\
is,+ ";i!*
\
+lltrectton of
Gnoundwqter Ftow
2000 0 2000 4000
1 inch : 2000 feet
'.-i f' drfr
l,'$[4!7,.+ --..-. -
trt .
QI
f,lo2d oro \]
,:
\
a\
Qac
6A3A \
'?lrr}?30.
o)(o
o)(o
o,o
(o
FO
43
.69i
o,(o
N
%o^
-16 Vett Nunber ond-6952 Vo,ten Tobte Etevotron (ft)
Dlrectton of,iroundwoter Ftow
2000 0 2000 4000
1 inch : 2000 feet
'3loo a
'3o,00
\
water table position
prior to dewatering
\*uter tabre
\.on" of depression
incorrect depic
of water table
/
tion/
'//'-./-4-7
/ JJ.
Figure 4. Schematic depiction of dewatering trench and water-table profile.
dewatering trench
I
I
t
I
I
Dryland
vegetation and
no surface flow
Wetland
vegetation and
perennial
streamflow
Figure 5. Contact springs occur where permeable rock units overlie rocks of much lower permeability. A lithologic contact
is often marked by a line of springs, which may be either in the main water table or in a perched water table. The underly-
ing layer need not be impermeable, merely that the difference in hydraulic conductivity be great enough to preclude trans-
mission of all of the water that is moving through the upper horizon (Fetter, 1994).T
I
I
I
T
t
T
I
I
contact spring,
I
ot'
Figure 6. Hypothetical sequence of lava flows showing various features that produce permeability and porosity
within basaltic rocks (from Davis and DeWiest, 1966).
t
I
I 4.
5.
6.
Features Producing Porosity
1 . Orifice of spatter cone
2. Crack on small pressure ridge
3. Tree mold
Sequence of Flows
A. Recent aa flow
B. Recent pahoehoe
C. Ancient buried aa flow
D. Very old buried pahoehoe flow
Buried Soil
Vesicles
Small pocket of pyroclastic
blocks
7. Lava tube
8. Buried stream gravel
9. Cooling joint
I
T
T
'*-f.,-J/.
I
I
I
T
I
t
T
I
I
T
T
I
I
I
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t
I
t
I ,T
.F
li$,.
,$
Figure 7. Water flowing into Honolulu Board of Water Supplyt water tunnel
from space between successive pahoehoe flows. (Drawn from a photograph
supplied by L.J. Watson, Honolulu Board of Water Supply to Davis and
DeWiest, 1966).
4n*Ll
v r#l.r' lilt,.. rdr
i'
- - - *ul:r/^
-'{r,
Figure 8. Probable orientation and relative magnitude of the bulk per-
meabiltiy of young basaltic rocks (from Freeze and Cherry, 1979).
uo
or'n*
t '(1,'or"o^o'/o/.
20.
+
Quaternary surface soils
V"ridu/-
Cooling Joint
-
Figure 9. Schematic representation of nitrate contaminant migration from septic leach field
through dipping, jointed, and fractured basalt.
Septic leach field
r-
percolation flow path of septic effluent
Figure 1O.
A. The development of a contaminant plume in porous material from a continuous point source (from Fetter, 1994).
B. Travel of a contaminant plume along a fracture or seam between lava flows from a continuous point source.
ADDMONAL REFERENCES
Knox, R. C., et al., 1993, , Lewis Publishers, 430 p.
Canter, L. W., 1997, Nitrates in Groundwater. Lewis Publishers, 263 p.
Ford, K. L., et al., 1980, 'Mountain Residential Development Minimum Well Protective Distances Well
Water Qualrty', Journal of Environmental Health, Vol. 43, No. 3, pp 130- 133.
Ioog, T., 1995, "Methodology to Predict Nitrogen loading from Conv. Gravity On-Site WW Treatment
Systems WWBLREl4, USEPA, Washington State Deparrnent of Health (copy provided by Resource
Engineering, Inc.).
Davis, S. N. and DeWiest, R. J. M., 1966, Hydrogeology. John Wiley and Sons, lnc., 463 p.
FIAX-lJ-:,tst lt : l:, tsEtI,l:I'lLl-ALrtrttLlDa wAIER ENL,KE
May 13, 1998
I L': JE'J9E'Y':J /E,EI
f,.frn
rnuE za 40
Facsimile (303)ts&976,5
mwe@mwcwater.com
toa{At.DG. r*L^uchs.._
LEl,t E SEL
HALrcTDEEIICK'O\wtrll^H&xBrDALt
NJrI,tI L IOREN
'EtNE
rcEP.XL\YONrKI{^tDt l*tAtcHl_st
IOt^l-D ! ia.r-^r.C,ltr-L\
GE}qA EURN,ELL
XICI{^EL E MENCER
,CH!i I^ PFL^UM
MICIIAELT. CAltT'
SCO'TEI.EHMAN
IRIAN S. KOt.sf^D
C.DI^N DEROSIER
EO^'^.RD D. l\L\
ERI$.. E CHE1/^I-EE
DA\.IEL F. AI-^H^
ROBEET'. AI\DENsO}'
IJA.|\-DEEL LTEMI'
D.+AIEL M. T€TR,AM^L^
ROIiAI.D D, LUCETO
^IrN V.,OHN5\)N
-
-
-.
eE-,IT
-
Ms. Sberry Caloia
C:Ioia & HoWq P.C.
1204 Grad Avearc
Glcorpood Slxings, Colcado Et6Ol
RE:I.os Amigoo Rstrdr P.U.D.' Cilrfield Cornty' Colorado-
SepticEmu6t in Summtt County
Dear Ms. Caloia:
Sceric efflucm has bcco mdied rece,mly by hofessor William Lflis of th Udvcosiry of Cotorado aud
&e Sunnit Corrlty Water Quality Comnitte- Erly wort hs focrrscd on phosphomu cocaiuatioa and
cteaup by conrasioo of indivi&Bl s.fb s5mtcos to a cemal sctrcr s)rseo iD t[e Sqlb Barton Gulch
arez'-
He is now unaenating a sudy of nitrate comaminans using Nlsiscopc es a rircef,. IIe brs abo published
a book crcmiqg BiEarc coDutrtriDiuion of meems rousd I:h Dillou drr b part to gqic systeos.
According ro Professq krvis (persooal comuni<;uion otr May 12, 199E), tis follotr,iag eqirical
equation was doel@ from. mass.bahrroo anatyscs io Sum-'it CoEy to cstio.rc nftrate loadiry iE
srrfe srezrms from individual septic systcEs:
Yn = {f 'Yr-52}5
wbcre Yn is Birrogco yird io gras/pcrso/year. aod Yw is waer yield (nrDotr) urr,olqllar.
According to Mr. hrtcfi Grccn of Frisco,6c I@f senitrtios diirict is atso;""rt tb Bill's ReDct
dcvclopmem arca from scpic s)'ffi u) fu cc6al sciluer s!'stro. Thh wort is ogoing.
Mcl^aughlin Water Engineers, Ltd
2420 A.lcottstre€& Derrver, Colorado 8o211 (303) 45&1550
W^SfE{AtEt @lJrCTDi Tr,r.DrE\l?
^I{D|
lt JSt ttl troIlclmN WATIl tAlP EtfAIEl tlq^LrY xYtl^t l-Et raTt tILD[t AJO t,tLrrrg tcd\Oracs
;
-
-,-:
E
-
17
May 13, 1998
Facsim.ile (3@) 48e9766
mwe@mwewater.com
n6hLDC- x.r.Al.,c!0-6(
I.EO M. ETSELH lrotDztnlct(soNl{ll.ll^ll LIG!.rD^LI-l^t-pr L ?OaEt:llrfErtcEP.E\aON
StcHr.tD E y.l'^Lst{lt\l
' rOilALDr.M.lJ{lJCtOJN
GEiiE^ll,'Rlf'LLt!cl{^ElE}Grctttox!.5,tElt'}l
AllC:{^EL r. c:ll-ttiS
SCEIT E LEP.I,I^N
EflAN S XOT. TA)
C. DEA\ DE*C6IEN
EDWARD A &\L\
IRIAA. E C}EV'ALER
OANIEL F. E.A}IA
IDSEET', ANDENSO'\
L€ANDERL LA\f,'
DA"\IZL M. Pffi^M^L^
ROI\:ALO D. tlJ<BRO
AI-^I{ V. rO}r\:tOS
Ms- Shcrry Caloia
Caloia & Houpt, P-C.
f2O4 Grad Aveurc
Glcoiwood $Eiugs Colcado tl60l
RE: Lc ADtsos RDch P.UJ)., Cnrlldd Cortry, Colmdo -WeIl ldorostin Employed by Remrr,ceErybccrlagi Im-
Dcar Ms. Caloia:
Rcsource Eogineaing Irc. (Rtr) reccarly provirted copics of wcll infqaatim 6cy rrsed to develop thcir
undcrsan<ting ofthe grcrnd-uruer cooditioos beoed the I-c Anigpa Ranch P.U.D. tipo retderriug &is
inforoaion, I discovered iucoosistcoccs wirh ofiEcid recads @ 6le a rb $ae Eogim's OffiE (SEO)
in Denver whic'h carfd erylain cnr Errrual difterrooe of imerpraation- Thc wclb iu gcsioo are Pcrmits
No. IEE4O2, lt8403,ltt4{X, ll49t0, and MH-17/17.
Concerning krmis No- lE64O2, 18t403, ild IEE4O{, & SEOuell oorylerio rcpqs (eaec,or A)
were sigd by Mr. Wayrc Sbekon in Sqoeober of 1995.od no gab cr&cr lerrcl reurccnns wcre
rteortrd. Tbe 'rtcords' obaiocd by REI (Attachmcot B) in Ebrury of I99t are ua sigrd, tre rcponed
sraic rracr l6reb ap '0 t.', aod th typc ftm is difu- Tb offciel urcll coqrhioa rcpqts irdicatc
eh wpll uras tcsted fq tsro bms to Eecurc yicld by air tiftilg. Snch t-s'irlg nr8gsts sre amorm orf
gouDd waE wa; crcamcrcd in fu borehohs. Irs yield od/adod of prying may mr fur
tte rcporcd pro&ctln rc d'O glm'. Tnc rcpucd sb qra l6rcl iu cd urcil $ggr$s fu wuer
tabb b a thc gnmd $rfe *
.h*h
is probably Dd cotru
Cosatg kmit No. tI{9E0,^** A), & ofiEciel gcil coryhirn rEport eid froE SEO
iodlrc tbc rcII d.pth b tOO ftrt ad fu $rb vG kel is 72 h Aom ft grurtrd orhcc- Tbc s'cII
rras oorylcd d tesd o IuIy 7, lglt2,. fbc rcponod yidd b 3 tpu us@ e bcilcs r{ an air
coqresstr. Th3 iItrusaim ob,taincrt by REI (Attafu B) indkres tic urcll ras drillcd o a deprh
of /tOO fta oq Scpcofcr 20. 9A wi6 yield of O pm aod a saic waEr l6rct of O ftcr-
Mclaughlin Iflater Engineers, Ltd-
2420 Alcott Str,eeg Denver, Colotado AOZf f (3O3).15e555O
w^rtltEtlr:t^l0)r!tr|urcs w^tElTlaair,6{r^r{,a!'n',rEN]tlJnrt,^aror^5l^68C,rr^Txr{rfYrE0!6Ytrrraol^Da^Gl^ran@oc6lTrol
Ttl^ft{Evr^llDtlrJ,a tIItPlOtlCTD.l J,tCt jSrHYDIaIJLE l^?tftuollt^J\lDuttrr"lLLg.rlot'Et
6
YYELL UUMPLETION AND TEST REPORT
STATE OF COLORADO, OFFICE OF STATE ENGINEER
PAGE 4/26
FOR OFFICE USE ONLY 3t
w rolFi
snmH
A9PRoI/AL.GtYs3r€t€
WELL PERMIT NUMBER :
MaitingAd&ess ;633G State
CAy, St, Zp : Carbondale,
Phone: (9ZO) 9G3-3879
Ranch
Hwy 133
Co. 81623
LLLOCATIONASDRTLLED: NW 1t4 SE 1t4 Sec. 25 Tv,p_ 65 Range ggyg
FRoMSECTIoNLINES : zoOO FtFrom South Sec.Line.And l_339 RFrom East Sec.Line.Or: LOT ; BLOCK : FTUNG(UNIQ :
ADDRESS AT WELL LOCAT'ION :
cRouND suRFAcE ELEvATToN ft DRMNG M-rntoo :
DATECOMPLETED: OS/24/95 TOTALDEPTH ; 3OO ft COMPLETEDDEPTH: fL
Tpe ot lHerid G;ize Cohf, ard Ty?e)
000-120
120-300
wArER too'eTED : lb **ir<, au>(t--/rr1&,{o -
HoIe is to be abandoned by cIi
E. FilHP.cr
Matedd:
Stse :'lnrnra
;
9. hleerPl.cGfiEnt
Type :
Depth ;
: Type : I1TII
---
Amt tb€d : cEL
12. WELLTESTDATA : II
TESTING METHOD :Lir
Static Leyd : {t
PumpingLevd :Tota} ft.
Remarts :
Qtteck Box lf Tes DA b SubrniEed On S,rpplcmcntal Fom_Compressor
DatdTrmeMeasurcd :Og/24/95 prodr,rcrion Rate
Date/TnneMe*ured :O8/24/95 T€sf Lengtft :
rr:Fl,dlItitDEbnt/brrrrr(hffibS-.r2a-roafltxocilluril-Edtlr-E aadGt Ffyhn rGqEdryir!
Shdton Drilng Cop-
P.O. Box 1059 Basdt, Co. 81@1
Phone (970, V741A.
Lic. No. 1095
Name / Title (Please Type or Print)
Wayne Shelton / President
ORIGINAL
I N t{tATER ENGRSr:Z(, tsl<LrFl:I1LLAUL,r!LIN WALEl< ENt t<5 llJ:
COLORADO DTVISION OF WATER RESOURCES
I D. 3O34ElO9766
818 GsniEnoid Bldg. 1313 Shennan St. Denner, Colorado 8GEl03
FA) e663s81
PAGE 5/26
APPLICANT
KINDALL HANCH
6336 STATE FTWY 133
CARBONDALE CO 816&-
(3o3)s63€879
PERM]T TO CONSTRTJCT A WELL
123s
WEII PERMIT MJTIBER { 88402
DtV. 5 CNTY. T3 WD 38 DES. BASIN MD
APPRO\ED WEII- LOCATTON
GARFIELD COUNTY
ilIW 114 SE "ll4 Section 25
Twp 6 S RANGE 89 w 6Ih P.M.
DISTAAICES FROM SECNON UNES
2000 FL from South Section Une
13s FL from East Seaion Une
Filing:
ISSUANCE OF THIS PERMT DOES NOT CONFER A WATER RIGHT
coNrxnoi.Is oF aPPRovAL
1) This well shall be trsed in such a way as to cause no material injury to existing water rights. The issuance of the
permir does not assure the applicant that no iniury wiII occur to anoilter vested water rigttt of preclude another
owner of a vested wder right from seeking relief in a cMl court actiort
2) The consfiuction of this well shall be in complianc€ with the Water Well Consfruction Rules 2 CCR 4V2-2, unless
approval of a variance has been granted by the State Boarcl of Examiners of Water Well Construction and Pump
Installation Contractors in accordance wtth Rule 18.
g) Approved pursuant to CRS 37.92.6O2(3)(bXIXA) as the only well on a tracl of land d 4ts,-78 acres described as
rhe NW ',tl4 ot the SE 114 of sec. 21 Twp. 6 sor.th, Rng. s9 we$ of the 6rh P.M., Garfielct county. More
particularfy described on the attached exhibh'N.
4) The use d grornd wder from thls well is limited to fire prot€ction, ordinary household purposes irside up Io ftree
(3) single famiV dwellings, inigaion of not more than me acfe of lanrn and garden, and the walering of clomesgc
animals such as poultry and livestock. This well shall be known as l(nclall Hornesteacl #1.
5) The maximurn pumping rate shallnot exceed 15 GPM.
6) The raum floar from the rse of the w€U mus( be throtrgh an individr.nl waste water disposal qpstem of the
non€\raporalive type where the water is rdurnecl to the same stream system in which the well is located.
n This well shall be construded not more than 200 feet from the locadon specified on this permiL
Receipr No. o3ss18f '** DArE tssuED JUL t q [i95
0-rDt-r,ffi
o<pneroruDArEJUL I + 1997
lIAY-13-5u lb:21
wRJ.lRev- 76
.":
Application must
be complete where
applicable. TYPe or
print in BI4CK
lNK. Nooverstrikes
or erasr,rres unless
initialed.
l- RLrFI : lIU LAULTtslL I N WA I ER ENUI<S
) OTHER
WATER COURT CASE
I lJ : J Y, J.I tJY,lJ ,/E,b
coLoRADO DlvlsloN cir wnren RESoURCES
-. 818 Cenrennial qdg., 1313 Sharmur St.. Darver, Colorado 80208'
PERMIT APPLICATION FOBIVI
-.
(
(
J
Disr.
OTY
,=,.(Bef7
i *"^r, ?^rr-*) ?4
J U-Ut--r rr(n" 5.f %. Section a rr
2Ttris wett strall be u*d in srch a way as to cause
no mmerial iniury to existing trr/ater rigrhts' The
issuanee of the permil does not irsilre the applicant
tiat no iniury will occrrr to another vested warer
rigirt or preclude another owner of a vested water
rignt from seeking relief in a civil court acfion-
>1#
{i-291o-t
,t"ti l*]-....! i Iarlf r"r2;i 9!"s n it5
7
Aqsifer ground warer is to be obtained from:
2a4
GROUND WATER TO BE USED FOR:
( ) HOUSEHOLD USE ONLY - no irriEation (0)
irQ oouesrtc tlt ( ) lNDusrRlAL (5)
i I Utvesr6cK (z) ( ) IRRIGATION (O
( } COMMERCIAL (4) ( } MUNICIPAL (8)
_r
( {) A PERMIT ro tJsE GRoUND wATER
T*T N PERMIT TO CONSTRUCT A WELL
FoR: i*) A PERM|T ro INSTALL A PUMP
I REPI.ACEMENT FOR NO.
(1) APPLICANT - mailing address
NAME
STREET
r*.f 3. -.R,s.33- *. 4,8,- e e
(N'sl (E'w)
(3) WATER USE AND WELL DATA
Proposed rnaximum pumgn{, rate (gpm)
AveragE annrsl amount of ground raratr
ro be appropri3lgfl (acre'feet):
Number of ses to be irrigPted:
ftopoed total deprh (feet):).2.a'
Orncr'swell
I ) OTHER (9)
DETAIL TTE USE ON BACK IN (11)
(4) gRILLER
Street
Gtv
BY
FOR OFFICE USE ONLY: DO NOT WHITE lN THIS COLUMN
Receipt No
Basin
c,*>'{f,dN
W -!:c')o'l"t'-
Hi:rt:l?.a ii'ii:?i: 2+i.:.
PERMIT
DATE ISSUED
EXPIRATION DA
rarcphone no-301:E 7*34 &?. *o.)235
t.o COUNTY 2s 38
tzl
7/.1
aL!
MAY-13-94 16'21 FROM:MCLAUGHLIN WATER ENGRS
(5) THE LOCATION OF THE PROIO$ED WELL arcdreareaon
which de water will.be used must be indicatcd on the diagrarn bdow.. Use $e CENTER SECTION (1 section, 810 acres) for drewell location.
-
l'-J--J-- I
-l-J-rt.rll
!4- r MrLE.s2Eg FES.1-4I
I
-
I
I
+
I
I
!
-f-+-+--j---1--+-ltil
The scale of the diagram is 2 inches = I mile
Each small square 40 acre.
WATER EOUIVALENTS TeBLE (Round.d Fi.rur6)
An as+foor @verE I scre ol tand 1 foot d6eoI cubic foot p€r second (cfs) . . . 4ag gsllonc ,er minute (gprrn)
A tamily of 5 will require approx;mately 1 gcrF{oor o{ wg16 p6 yGtr.
1 acrdoot, . . 43,560 cubic fect . - - 325,9OO gollons.
l.O0O gpm qrmped c-ontinuouCy for one 6ty FodrJcr. 4.42 a€e.fG.t-
(10)
Owner(s):
Leeal
I D . 3O34€}OS766 PAGE 7/26
l3\7 ft.rro^ F4tf sec.rine(cart o. w6t)
LOT-BLOCK-FILING *-
SUSDIVISION
LOCATED
No. of
+ -'+
I
I
i+
I+-+
I
fll+l*
I+-+
I++
I
.L-r
-+
I
+
I
+
I
+
I
t._T
I
II
I
I-+
I
I
I
t.rlrT
I
I NORTH
_l_ lii
ta
ll
Ilr---r'--
I
I
I
I
t
t
I
t
I
plizr';
-lr_.tstd,JI
(7t
il
T+-Trri
" Orn- from ft. to- ft-
V Y" tn.rrom.fu-n.67,2-o n.
(11) DETAILED DESOBIEIION of theuseof gloundwater: Houscholdurcrnddomenicwellsmustindicartypeof ditposal
systemtouenred.?_ ., -, <- r'- n.-'-^../ra ^, )^ ^--^,-"_-l-l
- Will this be
the only well on thls tract? 4-aa
(8) PROP.O-SED cAslNG PROGRAJT4
Plain Cring
ftom O -n-p ,3O *-
kon-2O t. ro ) oo *.
Perforatedc*inq
(9) FOR REPLACEMENT WELLS givedistance
affill and ptans for plugging
used on-thir larxd, including wells. Give Regi and Wacr Coun Case Ntrnbers.
Used for (purposc)De*riptioo of land on which uscd
(12) OTHER WATER RIGHTS
Type or right
I (I3)THE APPLICANT(S) STATE(S) THAT THE TNFORMATION SET FOHTH HEHEON IS
TRUE TO THE BEST OF HIS KNOWLEDGE.
Usa additional shccts of papor if more spacc ls rcquirtd.
WELL PERM|TNUMBER:188403
:KindaIl Ranch
Hwy 133
Co. 8L62s
MailingAcHress :6336 State
cly, Sr, Zp : Carbondale,
Phone; (9ZO) 963-3879
LOCATIONASDRIIItr.: NE 1t4 SE 1t1 Sec. 25 TuD- 65 Range 9954
FROM sEcTloN LINES : 16?5 Ft From South sec. Line. And L46 Ft From East sec, Line. or: LOT ; BLOCK : FrLtl.lG (UNIT) :
ft
TOTAL DEPTH
DRILUNG METHOD :--- fir no@
DATECOMPLETED : o8/2s/95 3OO ft. COMPLETED DEPTH : ..
Type of f*lerht Giize, Colo., ard Ttee)
000-160 olcanics, Flows
L60-300
y'o sh/*> a/o1-4,/./
Hole is to be abandoned by' cJ.i
E FiiirrPad(
iiatefal:
SZe ;
lntenral :
9, FastrPlacercli
Type :
Depth :
10. GROUTING RECORD:
: TYPe :Amt tJsed : oz.
12 I4Gl-! :lET SATA ; [ ] check Box tf Tes Data b Subided-on Supflementat Form.TESTTNG METHoD :Aif Conbiessoi
Stdic Levd : ft. Datcy'Time Measured :og /25/9s producrion Rae
PumfingLevd ;Total fu DatdTrmeMeaured :Og/25/gS TestLength :
Renrarks :
(AErtaDa.da2a4toa (l!,(dCL, hn*rto, b.Gr.rar eqt!t,:.Flrhrr :dndaE lr
CONTRACTOR: Shdton DrtnE Corp,
M&rgAddrecs : P.O. Box 1059 Basa[ Co. 91621
Phone (9701 C274182
Ua No. 1095
Name lTrfle (Please Type or print)
Wayne Shelton / President
=2I FRUII:FIELAUGHLf N WAI'Et< tsNUHs'I U: 3Yr3{ut,:J'/.bE rr{(,E er/ -2E)
WELL UOMPLETION AND TEST REPORT Rffiffgffi*or'rlY 3Lsf&TE OF COLORADO, OFFTCE OF STATE ENGTNEER
ul r 0's
Wffi'
APFRo\rALaGlri SSl^glG
ORIGINAL
ES ID,3O34809766
GWS.25 COLOHADO DIVISION OF WATER RESOURCES
' 818 Oentennial Bldg-, 1313 Strermen SL, Dcnvs. Colorado 8@O3
(3Os) 856.ss81
PAGE 9/26
1235
wEL PEnfrllr NInTBER 1884(}3
DM. 5 CNTY. B WD 38 DES. BASIN MD
Lor Block Filing: Subdiv:
APPR9yED WELL LOCAION
GARFIELD COUNTY
NE 114 SE 114 Secrion 25
Twp 6 S MNGE 89 w ch P.M.
ptsTANcES EROM SEgnoN UNES
1675 Ft tum SoLffi Section Une
146 FL from East Section Line
APPLICANT
KINDAII RANCH
6336 STATE FTWY 133
CAFIBONDALE CO 81623.
(303)s6s387s
PERTITT TO @hISTRUCT A WE.L
2',)
3)
4)
s)
6)
n
ISSUANCE OF THIS PERTTTT DOES NOT CONFER A WATER RIGHT
CONDTNO}.IS OF APPROVAL
This weil shall be used in such a wqf as to car.se no material injury to exisUng wder rights. The issuance of the
permit do€s not assure the applicam rhat no injury will occur to andher vested water dght or preclude another
owner of a ves(ed water rigm from seeking relief in a civil court actbn.
The construcrion of this wett shall be in compliance with tre WAef Well Construction Flules 2 CCR 4O2-l unless
approval of a variance has been granted by the Stae Board of Examiners of Water Well Conairuction and Pump
lnstallation Cornractors in accordance with Rule 18.
Approved pursuant to CRS g7-92-Wz(g)(b)0|(4 as the only well on a tr:rc of land of 38.66 acres described as
the NE U4 of the SE 1/4 of Sec. 25, Twp. 6 Soutr, Rng. 89 Wes of the 6th P.M., Garfreld County. More particularly
descnbed on the a&ached exhibit 'A'.
The use of grotrnd water from this well is limked to fire protection, ordinary household Purposes irrside uP to three
(3) single family dwellings, inigation of not more than one acre of la,vn and garden, and the watering of domestic
animals such as poultry and livestock. This wellshan be knourn as Kindall Homestead #2
The ma<imum pumping rate shall nd a(ceed 15 GPM.
The retum flow from the r:se of the well musc be tfuotrgh an individr.ral wa$e w{er dlsPocal system of the
nonoaporative type where the waer is rerumed to the sarne sfream q/stem in whicfi the well is locaed.
This well shall be constructd not more Oan 200 feet frorn the locdion +ecified on fiis permir
APPROVED
SGA
Receipt No.
$rEaghra
03851858 DArE rssuED JUL I 4 Egs DATEJUL I q $97
1)
URJ..S-Rov. 75
@
Stu pLi u//,/ rcc. A
Application must
be compl4e where
pplicable. Type or
print in p\1]Ki.
!![ Noowrxrites
or crasrres unless
initialed.
NAME
STREET
CITY.
APPLTCANT - mailing addres
*",rt*r{f.i&/
A/ F r. ot.n"-5-L-%,Section 'Y{
t,*.[ 3, ,-=-,JRne."? D- ffitie'u
(3) WATER USE AND WELL DATA
cnl""/
ng/t,,/-..s
uloll /,J
Itr ll,; i {c' /Y o'/
f/,/
,E-l
v; I :j:t-! i,-V r i
PERMIT NUMBER
DATE ISSUED
EXPIRATION DA'
BY
7
aquifer gnorrnd r,\rder is to be obtained froq:
@"r^4a4 ,.n'f!{oN+'E'' '
\)o**;c
( ) HOUSEHOLD USE ONLY - no irr'xltion (0)
ivr oouesrtc ttt ( ) lNousrRlAl (5)
i^i r_lvesrgcK (a ( ) IRRIGATION (61
i,lJ
a, tf'rf 4*, g ,;#-
30j -
Teliphone No.
coLoRADo DlvlsloN or wRren RE-souRcEEfBVED,
EtB Centnnial Bldg., 1313 Shcnnm Su, Denrer, Colordo E02G
tltt t 0gj
gIATEENGII€E'
( } REPIACEMENT FOR NO.
il OTHER
WATEB COURT CASE NO
FOR OFFICE USE ONLY: DO NOT WRITE lN THIS COLUMN
PERMIT APPLJCATION FORM
b<) A PERMITTO USE GROUNO WATER
oi) a penutT To coNsrRUCT A WELL
rOR: P( A PERMIT TO INSTALL A PUMP
Receipt No-
Basin
3n5 ttS,h,
This well shalt be used in grch a way as to cause
no material iniury o ocisting water-rights. The
iss.rance of the lermit does not assure the applicant
tfiat no iniury'will occr.rr to anodier vest€d water
rigtn or preetude another owner of a vested water
riint troin seeking relief in a civil court action-
Proposed maximum pumping rate (gpm)
Average annr.gl atnoum of gound waEr
to be appropriated (acr+feet):
Number of acres to be irrigated:
Propcad total depdr 6saY @
icorrauencrAL (4) ( ) MUNICIPAL (8)
} OTHER (
DETAIL THE USE ON BACK IN (11)
(4) DRILLER
Nrne
Succt
I 7/'29 t ? Lic_ No./235
tn s cn,NTY L 3 3_E
(2) LOCATION oF PROPOSED WEL.L
Orvru'swell
PAGE 7t/26lD.3t'34EtOSr76E'v
T!!E
by dir
(6)(51'THE LOCATIOTI| OF THE PR.OPGqD WELLarctrreile6on
which *re water wilt be r.rsed must be-indicateU on trCdiagram balow-. l.he the. CENTER SECTION (1 section. 64O acres) fs lfie well location./e?.r r..t?^ %scc.rinc(norU! of t{tqth)
l4 6 a16,n ed - seatinc
+
I
I
t
I
+
I
I
!
t
I
I
I,T
I
+
I
+
I
I
-:
t
l-J--lr
I->++
t.
I-{--+-
I
IIJlDllo
t;Irll
lC)+ +-
,)Otaazflr?.R +,LlI+- +-
t++
I
f -+-
l mile
-+'-+-+--+--.1
i<- 1M;LE. s28o FEEr
'
->l+t++-l
I,
r NORTH SECTION LINE
I IlllrlEl---!--1-+--
dr" '',' )r ',, -al ,itt,tlbi I,q
HL_ r _ i_ | 3._I ; i ,''l
llllrtz
, SOUTH SECTION LINE
Ir-i_++lrII
-+-+-+--r---
The scale of the diagram is 2 incfres = 1 r
+- +
ii+
I+-+
I
!NORTHI
l_ t-ll-
I
i---r
I
Irir
I-i--+
LOT-B
(cr3t o, wa3r)
LOCK-FlLlNG *-
SUBDIVISION
LOCATED
No, of acres . Will this be
the only well on $ir lra,cl',? ?-a . -
(8) PROPOSED CASING PROGRAM
Plain Casirf
(7t
)br/Zin.rrom d ft.to 7o rt-
,A( ,\n.t,,,m ?016 2.*?-n.
Prforated casing
fu to- ft.
Lf in.trom a fl> d.rc ).16 n.
(9) FOR REPLACEMEIUJ- WELLS sivedistance
and direqtioo from old well and plans for plugging
it:
Each srnall 40 acres-
WATEFT EOUIVALENTS TABLE (Rounded Figvrcs)
An ase-foot covers f acre of land I foot deeo'| q,rbic f@! par sacond (cfs) . . . 4.49 gallons 9€r minuts (gp.n)
A family of 5 will rgquire spgprimarely 1 screfoor gf wrt6 per ycrr.
1 rra{oot . .. 43.5'60 cubic feet . . . 325.90() galloas.
'l.OOO gpm pqmp4d canlinuou:ly for onc 6t.y g.oducaa 4.42 r€rllact.
WHICH
(1 1 ) DETAILED .DESCRIPTIoN or
ry$am !o bc used-
bf acres:38-(,L
.use of ground water: Hourhold ura and domcstic well3 must ;ndacate type of dispocel
t-
(10)
Owner(s)
I
I_-r
I
I
-r-I
i
rhis land, including wells. GiviRegistration and Water Coun Case Numbers.
Type or right
/1/
Used lor (purpose)Description of land on which usdd
(13) THE APPLICANT(S) STATE(S) THAT THE INFORMATION SET FORTH HEREON IS
TRUE TO THE BEST OF HIS KNOWLEDGE.
U:c addhional rtrcctr ol 9a9or lf rnorc sgacc ir rrquircd.
WFI I PERMI1-NUMBER:188404
Maitng Address :6336 State
Crty. St, Zp : Carbondale,
Phone: (97O) 963-3879
Ranctr
Hrry 1.33
Co. eL623
LOCATION AS DRII 1 trD : SE 114 NE 114 S€c. 31 TwR
Norttr Sec. Line. And S9l
65 Range 9914
Ft From East Sec. Line. Or
FIUNG (UNrr) ;
'AI.ICE FROM SECTION UNES : 2355 Ft From
ADDRESS AT WEII L@ATION ;
GROUND SURFACE ELEVATION ft.
DATECOMPLETED: 09/08/95 TOTALDEPTH : 5OO ft, COMPLETEDDEPTH : i
Typa dMarerhl (Sha, Color, entt Typa)
/,0 dfiA az.fir/rzo(%a.
REMARKS . @
HoIe is to be abandoned by cli
8. Fb.Prcl
Mderid:
Sze I
lnEffd;
9. P&ferPtacrncrf
Type :
Depth :
: Type : IITH turt Used : oz.
12 WELLTESTDATA : II
TESTING METHOD ;Aif
Stdb Levd : ft.
PumsingLard ;TOta1 ft.
Remarks ;
thack Box lf Tesr DG Is SubmieO On Supplenrentd Form.Compressor
Date/TimeMeasured :O9 /Og/95 produdirn Rate
Date/Time Me*ured :O9/OS/95 TesLeng(fi :
EattffirBnstrirdturqlqEitEg-rrrfrt'lirGnEbqtlrr.!tE.frElroerco.tat-r-rorflu.lcns,u.errgar*rl-aqcEFrrrrllsExro{Edsa(Dt I oUaEtEJ
COfTITRACTOR: Sheton Driling Corp.
MdngMdress : P.O. Box1059 Basat,Co. 91621
Phone (9701 52741812
Lic. No. 1095
Name / Trfle (Please Type or Print)
Wayne Shelton / President
PAGE I2/26
UUtr,LL UUMI-LE I IUN ANU
S-,ATE OF COLORADO, OFFTCE
I TST REPORT
OF STATE ENGINEER
FO8-QEAC.EUSE Ot\iLY
Rmsl,u
0C'r 3 g'SX
ttrAir ;'lcl,&EiSit. .;:tEA. .)
APPROVALIGl,I'Ssl€I{'
ORIGI
MAY-13-9E} 16.23
YRJ-tRcv,76
Ap'plication mtst
be comPlete where
applicable. TYPe or
print in BLACK
tNK- No overctrikes
ileraertes unless
inkialed-
lzl
*,^, r zi! ;, I
. r - %or'.,,e-AG--%,Section 3l
( )orHER (el
i*. 6 t,**. gg H L p.u
(N-s)
ftopoaed toal deP6 (feet):6tr
lquifer ground n Eter is to be obtained from:
2
I
( ) HOUSEHOLD USE ONLY - no irrigation {O)i"ill**lii'i; I llxRiflI"6$13
i iEijrrrl,reacret- tct ( ) MUNIcIPAL (8)
DETAIL THE US€ ON BACK IN (11}
(4} DRILLEB
Srrect
city
BY
1.D
31a /r..o
a...la. l
37.@ )oeo$
EXPIRATION DATE
(DO A PERMITTO IJSE GROUNO WATER
iiJ e PERMIT To coNsrRtrcT A wELL
roa: f,{ A PiRMlr ro INSTALL A PUMP
FROM.MCLAUGHLIN WATER ENGRS
( ) REPLACEMENTFOR NO.
( ) OTHEH
WATER COUM CASE
FOH OFFICE
Receipt No.
Basin
COLORADO DIVISION OF YUATER RESOURCES
818 Centerrniel Bdg., r3l3'stennar St., Dcnvcr' Colorado 802Gl'''
REcET,ED 6 )
PERMIT APPLlcArtoN FoRM (y
HAI 109
WAfc,?SESO(,:RCESQr,!t
I D ' 3034E}Og766
+
DATE ISSUED
i(ioro{,,,r
\o" r
?d6"
if:li.I ii;H3i:i3i u:-'ti$ l*':l
APP L I c A,' o N xibidti-*Fi' "i,,i'!r':
PERMIT NUMBER
PAGE I3/26
i@;ailirsaddress 385$5D,8
Dist-
CONDITIONS OF APPROVAL
This well shalt be used in such a way a-s to caus€
no tn"tetial iniury to existing water.rights-..The
&;;;i irri ilrinit does not-ass'rre the applicant
ffirro iniJrv'will occtrr to another vested water
.i"trt oi pieclude anqther owner of a vested water
;;;i f.oii seet ing relief in a civil courl action'
521 Pl^* '^/&., P')"
tSI WATER trSE AND WELL DATA
hopoced maximum pumfrng rate (gpm) ) q V/UJL
No Z.on.J
Averaqe annrral amourn of gror'rnd water
to Ue
-mProPrrated (acte-feet) :
Numbcr of acres to be irrigzted:
(zez)
TELEPHONE NO.
,{Afi??"".p. /-?fl i ? uc. No.l)_2 <S
-couNil
13 36
/+H
'.rr.
:r..'.',
NAME
Mme
MAY- 1 3-SA
Form No.
ows-e3 '
APPUCANT
l6=23 FROM.MCLAUGHLIN WATER ENGRS
OFFICE OF THE STATE ENGINbhH
I D.3O34ElO9766 PAGE I4/28
COLORADO DMSION OF WATER NESOURCES
818 Centonnisl Adg., 1313 Shcrman St, Dcnvw. Colora& 80?09
(3O3) 86€3sE1
KINDAIT RANCH
6336 STATE HWY 13S
CARBoNDAI tr co 81623.
(38)s63-3E79
123s
wErL PEFLTT NtffBER 'r RR4O4
DIV. 5 CNTY. Z3 WD 38 DES. BASIN MD
Ffing:
APPROVED WELL LOCATION
GARFIEI--D COUNTY
SE U4 NE 114 Secrion 31
Twp 6 S MNGE 8s w 6th P.M.
DISTANCES FROM SECTION UNES
2355 FL from Norfi Seaion Line
591 FL trom East Section Line
PEHMIT TO CONSTRIJCT A WELL
ISSUANCE OF TITIS PERMT DOES NOT CONFER A WATER RIGI.IT
cor.lunoNs oF AEPRoVAL
1) This well shan be used in such a way as to cause no rndedal iniury to exising water rights. Tne issuance of dxe
permit does not :rssure the applicant that no iniury wrll occtrr to anoth€r vested wiler rigfn or preclude another
owner d a vested water right ftom seeking relief in a civil court action.
4 The construaion of this well shall be in cornpliance with the Waer Wdl Consrruclion Rules 2 CCR 4ff2-2, unless
approval of a variance has been granted by the Stae Board of Examiners of Water Well Conslruction and Pump
lns(alation Contractors in accordance with Rule 18.
3) Approved prrsuant to CRS 37-92So2(3)(b)0lXA) as the only well on a tracl of land of 39.2, acres described as
the sE 1/4 of the NE 1/4 of sec. 31, Twp. 6 south, Rng. 88 west of $e 6th P.M., Garfield county. More panicularty
described on the attached exhibit'A'.
4) The use of ground waer ftom this well is limited to fire protection, ordinary household purposes irside up to three
(3) single f,amity dwellingg inigation of not more tlran one acre of lawn and garden, and the watering of domegic
animals such as poultry and lvestock lhis well shall be known as Kindall Homestead #4.
5) The ma<imum pumping rate shall not e"rceed 15 GPM.
6) The retum flow from the use of the well must be through an indlvidual waste wder disposal systern of the
non€vaporative type where dre waer is retumed to the sarne stream system in which the well b located.
n This well shall be cons8ucted nd more than 2OO feer frorn the locdon specifred on this
Wn,r_,
A*f '}Lr{,
-,=_
DArErssuED JUL t q [}95 3*,*ro* DArE JUL I q 897
MAY-13-SlEl lEi:24 FROM.MCLAUGHLIN WATER ENGRS
:
I D = 3034ErOg?€iE PAGE IS/26
.:
J-
-
..1-rl
I
I
i+
I+-+
I
I NORTHT
i r:tl-
!
+--{-
I++
Ij--+
(5) THE LOCATION OF THE PROPOSED W.ELLacd the erea on
which the uater wilt be used mufi be indicated on the diagram below.
Use the CENTER SECTION (1 section, 640 acres) for the well location.
-+'-+--+--+-+-+-
.l{ 1 M'LE, rr8o .==ral++++++
I
+
+
+.
I
tlr_L_L+++lrrrt
-+-+-+--F-+-'i-
The scale of rtre diagram is 2 inchcs = I mile
Each small repreents 40 acres.
WATER EQUIVALENTS TABLE (R&aded FigU'Gn)
An acre-foot cowrs 1 acre of land 'l foor cteeo
1 Grbic {@t 9.r sacond (cfs) . . . aa9 gallom per mingte (gpm}
A family of 5 will require agproximarely r acrafoot of wat6 p€" y€ar.
I acrg-foot . . . 43,560 cubic feet . . . 325,9@ !,attoffi.
I,OOO gDm osrnp€d coatinuo{tly lor one darr Droduccs 4.42 acrFfc€t-
2-15'+
I
+
I
I-T'
II
J-
I
I
I-+
t
It
I-+
I
-{-
I
4.22 ia.tam l(D *.o 6 6z n.
id.frcm 20 *.a-6.eo n
casirE
in- from
-
ft, to- fc
trom-Q--tt-rc ? O--tt-
(7)
(e)
rrt
_r-J-!..
f,h*rl>r ;
(6} THE WELL MUST BE LOCATEDBELOWbffi-
ft. from N€?rtI sec. tine- (norrn or toulh)
,r9 I 11. from 8"."1- sec- rine
LOT-BLOCK
(a8t oa w.stl
-FlLlNG
r-
SUEDIVISION
gATE9
No- of acrer
thc only well on this vact?--LlAt'
(8) PROPOSED CASING PROGRAM
Ptain Caing
FOR REPLACEMENT WELLS sivedi$8nce
and direction from old ,ircll and plans for gluggrrE
(I1) DETAILED DESCRIPTION of the- use of sround water:wstaffi T /7 11
Horahold urc md domcstic wells must irdicate tyF of dilporal
u:ed on this land, inctuding wells. Give Rfoistration and Water Coun Case Nunbers.
Used for (purpose)Description of land on whicfr usedType or right-'=+
(13) THE APPLICANT(S) STATE(S) THAT THE TNFORMATION SET FORTH HEREON IS
TRUE TO THE BEST OF HIS KNOWLEDGE.
it:ir, I
I
-r_!
I
I
t
I
I
HLIN WATER ENGRS I D ' 3e!348OSl768
THIS. FORM.MTJST BE SUBMITTE D
COLCRADO DIVISION OF WATER RESOURCES
1313 Sherman Street - Room 818
FAGE 16/26
BECEIVED {o
H:,{J: f"n";J"HgT;1,t*? Denver. cororado 80203 ** e 6 lgga
oN. n/pE oR pRtNT rN BLAcx WELL COMPLETTON AND PUMP INSTALLATION REPORT vv-
rNK' PERMTT NIMBER LtA?8o St-t.$; szpELL owNER t'h i [<t lY1flnc ]/r s-, rq t d % or the - \ x/ u)
u)L p.u.
DATE COMPLETED llt .tgL HoLe DTAMETER
WELL LOG 1 in.from D to ./^5 rt-
__|_i6. rrom l2S ,o 4Oa n.
o
.4 Aoct
LfrvA borrr$zBs
Rto fr i, ?ier
!ho Kto (ock Foaotarion
1?16
,@
in. from to
-
ft.
50
DateTested al I --,tsV
Static Water Level Prior to Test
Type of Test Pump
Lensth of rest --1 ArW *
Sustained Yield (Metered)3 G.7, rn
-Tj'_f
TOTAL OEPTH 4op /
to complete lo9
Type and Color of Material
DRILLTNG uEtaoo ?ilhlzre,t +Zat42LX
CASING RECORD:Plein Crcing
Size a & kind Srtet- from O 1s 5i rt
size -,I & kind 7 i*srrC fro. ?o ,o ILc, 1
Size -5 & kind .?laftqrom .7a to J66 ft
Perforoted C-ing
size 7 & kind .3azt tro* 55 to I 25. fI
Size &kind ?t+nC*om lLo 1e lo 6
Size-&kind from-to-ft
GROUTING RECORD
Material Ce m, iT
Intervafs St *-n tS l--
- -- --
Placement Method
GRAVEL PACK:Size
lnterval
TEST DATA
Use additional Peg€t neca$.ry Final Pumping Watar Level 3.'lg,
'72
MAY-13-9E} 18,24
wRJ'i'i(e".76
Application must
be complete where
applicable- Type orprint in BLACK
!$. No overstrikes
or erasures unless
initialecl-
FROM"MCLAUGHLIN I'ATER ENGRS I D : 3E34ElQ!975E
COLORADO DIVISION OF WATER RESOURCES
818 Centennial Bldg., 1313 Sherman St , Denvcr, Colorado 802Gt
PERMTT APPLTCATTON- EORM
il A PERMITTO t,,SE GROUND WATER( } A PERMITTOCONSTRUCTAWELL
FOR: ( )APERMITTO INSTALLAPUMP
(^} REPLACEMENT FOR NO.il {170
( } OTHER
WATER COURT CASE NO.
PAGE I?
t(Eutlv tu /26/x-W
,
..?v :)-:1
$:ti:jl
$i;l'; . ,.
(1)APPLICI\NT - mailing addr*s
NAME NiYt YTIATThIST:R
STREET 3ox lo1-19
CITY
TELEPHONE NO.
qa3- qTLt
(2) LOCATION OF PBOPOSED WELL
-rr'rrrGmitfl
E e z. or rne \A l*l-. %, Section -3 L
r*p.-lo-- S-. nnn. *? kl. L ,.,
iw,sr {E.W
(3) WATER USE AND WELL DATA
Proposed maximum pumprng rate (gpm)l5
Average annual amount of ground water
to be appropriated (acr+feet):[-5
Number of actes to be irrigated:
ftoposed total deprh (feet);250
Aeuifer gnound water is to be obeined frcra:
6nno qno Gfaqo:L .
Oivner's wel I desiEnation
GFOUND WATER TO BE.USED FOR:
( ) HOUSEHOLD USE ONLY - no irrigation (0)
g(1 ooruestrc {rt( I trvesrocK (2)
() INDUSTRIAL (5)( ) IRRIGATTON (6)( ) MUNTCtPAL (8)) coMMERCIAL (4)
l oTHER (9)
DETAIL THE USE ON BACK IN (11)
(4) qRTLLER
Dist.
BYr
t.D
EE0,s lgea
tffi.ffiffi-
ffir,:
SE:: E
FOR OFFICE USE ONLY; DO NOT.WRITE lN THIS
Reccipt No.
Basin
ztott
This well shall be used in such a way as to cause
no material iniury to existing water rights. The
issuance of the permit does not assure the applicant
that no iniury will occur to another vested water
right or preclude another owner of a vested water
rioht from seekino relief in a civil court action.
Atr?ovED AS A REft,ACEMENT OE WEIIJ lo,.@,-.
i!-Is DCSTING WEU MUST B€PLTJGG]ED AND ABANDONED
ACCORD'NG TO THE REVISED AND AVIENDED RULES AND
RTGU!.{TIONS FOR WATER WELLTTiT*IT PUiI.O INSTALLATION
COi'ITPdCf,ORS. THE ENCLOSED AFFIDAVIT MUST BE
sutsMITIED WITHIN SXTY (60) DAYS AFTER THE
COI'iSTRUSTION OE IHE NEW WEIJ-AFBRMING IHA:II
WELL No-//y'?EQ._WAS PLU($ED Al.lD aBANmNED-
APPLTCATTON APPROV-Ep
PERMIT NUMBER
DATE ISSUED
-t-39 COUNTY 2;
ory
rerephone *", q27 -S93 r-i". r.ro. 89Y
,ru2
PAGE te/28MAY- 1 3-s,Et 16 . 25 FROM ' MCLAUGHL I N I.JATER ENGRS
l:,l I nc, L\rrrA, llsrll Lrl I I lL I llvl \.r\rLl-, IILLL atlu \13tr 6lr val
wElEh-the water will be uscd must be indicated on the diagram below.
The scale of ttre diagram is 2 inches = 1 mile
Each srnall square represents 40 aqes,
WATEF EOUIVALENTS TABLE (Rounded F;grurer)
An acre.{oot eovcr: 1 acte of lan(l 1 foor da"g
1 crrbic loor per tecond (cfs) . . . 4ag grllonr per minute (gpm)
a flmily of 5 witl require approrimarely I rre-loot ot weter par yctr.
1 acrFfoot - - . 43550 cubic feet . . . 325,9@ gollons"
l,O0O gcm gumged continuously for one dsy produces a.{2 actefeet.
(10) LAND ON wHtCH GROUND WArER WILLBE USED:
ir\L: ff\rrQ\t
by
ft. fnom tT Olt-ffl. sec: line !
(no?th or routh)
lf, oo ft. from sec, line
LOT-BLOCK-FlLlNG *-
SUBOTVISION
(7)
LOCATED Omer: ytti-ISE WVnclg(f:[
ruo- of acrer$. will this be
I D: 3O34BOS|76E
\v, lrrsrr
the only well on ttris tract? hP S
(8) PROPOSED CASING .PROGRAM
Ptain Casirp
in. trom-Q- rt. ro lO O tt.
-in-
from
-ft.
to-ft.
Perforated casing
f,-in.from roo rt.,o_a5o t.
in- from
-
ft. to
-
ft.
(9) FOR REPLACEMEIUT WELLS sivedistance
and direction from old well and plans for plugging
it:
-l5oo' 'To hoETIa
2oo' To ?ASr
Frt\ ots rDrrl tu\-n^Cemeff
No- of acres:
tlo
tlrc well location.-+-+
I++
I+-+
I++
I
r-j'1
I+t
I-+-+
I++
I
-{-- - +
section, 640 acres) for+-+- +
,5280 FEET-+'+++
I
I
iECTION LINE ITTTttI-r-J-lllDI l?hlil;+++irlett5lrlz-T-+-1."irl
SECTION LINE
I+++tl
+--F-{-
- Use the CENTER SECTION (l r+-+-+-+-
I i IM.LE,t+++rl
r r r NORTHS?
-
Itll
. NoRTr{. I r;t' fl-;-- t- *f-t-l- EL-i-
I
' I t souTH:It++++
lrrl-l--+-+-+-
Legal description:SAnn> A.S, StcT\ on 2
I
-+-
lr'
I
I-f-
i
{
I_r_
{
I
I
_J_-
I
I
I
(11) DETAILED DESCRIPTION o{ the use of grou.nd water:Hor.rsehold ure end domertic rarellr must indicate type of disposa!
3Ystem to be used- Hulsg enrr t v4
(12) OTHER WATERIIGtITS used on this land, including wells. Give Registration and lYater Coun Case Numbers.
Type or right Used for (purporel Description of land on which used
(13) THE APPLICANT(S) STATE(S) THAT THE INFORMATION SET FORTH HEREON IS
TRUE TO THE BEST OF HIS KNOWLEDGE.
Us: additionel shccts of gaPer if more spece is requirad-
- I _{-. 25 FROM, HCLAUGHL I N I'JATER ENGRS I D . 3Q134ElO9766
COLORADO DIVISION OF WATER RESOURCES
818 @ntennid Bldg., 1313 Stnrman St., Denver, Colorado 80203
PE RMrT APPL ICATION .qORN!
) A PERMIT TO USE GROUND WATER
} A PERMIT TO CONSTRUCT A WELL
) A PERMIT TO INSTALL A PUMP
PAGE Isl
t(trutr|Y E l-,
EEOs 88e
ffi,ffi
&PSr,i:
SE.D i .]
/26
W9JRJ-5,.Rc,.76
Application musl
be complete where
applicable. Tyge orprint in BLACK
lNK. No overstrikes
or erasures unless
initialed.
(
(
FOR: (
(2ql REPI-AcEMENTFoR No. ll tlrS :
( )OTHER ,
....--
WATER COURT CASENO- - ( / t*'-- '
(1) APPLICANT - mailing address
NAME Nil(z SafthtSrER
srneer?ox loa J1
CITY
TELEPHONE NO-
q23- +tLr
(2} LOCATION OF PROPOSED WELL
-ur,t,
S Z '2. of tne ]1 UJ %, Section 3 :7-
r*p. (o 1, **. ?fl- 1r). L ..,
(3} WATER USE AND WELL DATA
ftoposed maximum pumping rate (gpm)l5
Average annual arnount of ground water [-5to be oppropriated (acr+feet):
Number of acres to be irrigated:
Propoaed total depth (fea):25o
Aquifer ground wat27 is to bc obBined frofni
6qno qnp Gfeqo:L
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)
(4) DR!LLER
Namc
Strect
FOR OFFICE USE ONLY: DO NOT-WRITE lN THIS
Receipt No-
Basin
>lott
Dist.
This well shall be used in such a way as to cause
no material iniury to existing water rights. The
issuance of the permit does not asglre the applicanr
that no iniury will ocanr to another vested water
right or preclude another owner of a vested water
right from seeking relief in a civil co_u-rt action-
rpa-acveo As A REFLAC€M=I|T oE wEtf l{o,.zffiL.
i'r;g DgSTlil,G tlrEtL I{UST BEPIIIGGED AND ABANDNED
I.CSORD'NG TO T}IE REVISED AT.ID A}'ENDED RULES AND
REGULATIONS FOR WATER t^rELL At'l-r PUMrP INSTALISTION
COI.ITP.ACTORS. THE ENCLOSED AFFIDAVIT MUST BE
SUtsMTTTED WTIHIN SDfiY (60} DAYS AFTER THE.
co i'isrRUcTIoN oE rHE NEu, WEIJ- AFARMING IHAII
wLt; N}.1/!Q$Q wps PI-UGGED AIQ ABANDONED-
APPLTCATION APPROVED
i;Q oorvresrtc {rt( I LIVESTOCK (2}( } COMMERCIAL (4)
( } INDUSTRIAL (5)( ) tRRtcATroN (6t( ) MUN|CIPAL (8)
( ) orHER (9)
cr
rcrcphone *" Q2Z -Si3 .,". *'. B9Y
,UH)')
s-38 COUNTY x
(E,W
MAY-13-slEl 1E;.25 FROM.MCLAUGHLIN WATER ENGRS
wEiEFtne water will b€ used must be indicated on the diagram below.
Use the CENTER SECTION (1 section, 640 acres) for the well location.
I D. 3034EtOg76E;PAGE 2@/26
by distances from section lines.
the only well on ttris tractZ t.l.9 S
(8) PBOPOSED CASING PROGRAM
Plain Carirg-l in.trom O tt.to IOO rt.
-in-
from
-fl
to-ft-
Perforated casing
5-- in. from loet tt. t" 460 tt.
in. from ft. to- ft.
'''s*' To ro€Th2oo' To ?ASr
-+-
J-I
_-l-_I
+
+-
!
_l_
I
+
- -+-
+- +- -l-- +
- I MrLE,
"Oo
,=a,
-+l+++f
N.RTI{ sEcrroN L.NE Iru,^lild
;lrls'l lr-r--T-T--=
l-l==-,,,,:= -fsoun{ sEcTroN LINE
I++++ti+-+-+--F
+-i
I{+r
!
rNtr4
Jl
zlol
irf-
lll
cDl
rltalut3F---
I
IIC
I
I
I
I+*
+- + -
I
tt+
I+-+-
I
INoRTHI
l_ t=tl-
I
+-+-
I++
I| -+
Fril or-s u)tll tu\-n^Cernq6-
(1O} LAND ON WHICH GROUND WATER WILL BE USED:
No. of acres:5o
L.s.l d.r"ri p, io n' -S-Si-SSSE-(T\ 6
(11)of the use of grou.nd water: Houetrold usc and domertic wellr must indicate rype of disposal
rystcm to be u*d I o.rEs GF t q$Jt4
+
I
+
I
+
I
+
I
I.T
I
I
+
I
+
ft. fnom llOlt\n rcq.tinc t
(no?th or routh)
I 6 @ ft. from --rCt$#rec. rine
LOT-BLOCK-FILING *-
SUBOIVISION
(7)
LOCATED O,vner: 'lniBZ
ytlailClA<liEts
tto-of acres \o . wilt tnis be
The scale of the diagram is 2 inches = 1 rnile
Each small square 40 acres.
WATER €OUIVALeNTS TABLE (Rounded Figuresl
An scrF.foot covers 1 acre of tand I foor deap
t cubic foot ger r€cond (cfs) . . .449 gollons rrcr minute (E>m)
A family of 5will require approrimetely 1 acre-foot of wctc( 9cr yo!r.
I ocre-foot . . . 43,560 cubic fest - . . 32530() gallonr.
1,00O gom o,Jmped conlinuoutly for onc dcy groducr 4,42 acr+feet.
t
I
t1
I
I
_r_
I
i
I
I
I--f--
I
I
I
I-+-
I
LIN
(9) FOR REPLACEMEI\T WELLS sivedistance
and direction from old well and plans for glugging
fi2l-OTHER WATEB RIGHTS
Type or right
l o\F-
used on this land, including wetts. Give Registration and Water Coun Case Numbers-
Used tor (purpose)Descriprion of land on which used
(13} THE APPLTCANT(S) STATE(S) THAT THE INFOBMATION SET FORTH HEREON IS
TRUE TO THE BEST OF HIS KNOWLEDGE.
,€_t.o.:
Usc actditionrl ihsats of papcr if more sprce ir required.
usc eoortronal thcats ot oaorr It mote 3plce It rcQulteo.
stGNATuFE OF atrLtCaNTB)- i: t,;i,M()UltA,Ifi
,IL
Owner(s) :
Type
Powered Uy Eleqtric HP 3/+
Pump Serial trto. KO 58005
Motor Serial No-L82
Date lnstalleo 6-Lt-8?,
Pump lntake Depth 246'
Remarks
WCLL TEST DATA WrTH PERMANENT PUMP
Date Tested
Static Water Level Prior to Test
Length of Test
N TJATER ENGRS I D. 3Q!34ElO9766 PAGE 2t /24
Purnp Make Gou1ds
SESO?4I2
I
I
t-t-
.l
J.Ii
EI
WATER
\ raer-e
\
coNE oF
D6PRESSION
Hours
GprritSustained yield ( Metered)
Pumping Water Level
Remarks
CONTRACTORS STATEMENT
The undersigned, being duly
pump installation
thereof, and that the
Signa
State of Colorado, County or
---E€rfield
oath, deposG and says that he is the contractor of well or
t made hereon; knovrrs content
License No.
SS
li06
Subsc:ibed and sworn to betore trc tn;c 283!'lav of Februarr'' - , 19 -99'
FORM TO B€ MADE OUT tN OUAORUPLTCATE: r'rrHlTE FORM m(,.t br rr origiorl cogy o. corrr riaer
ttHlTE aNO 6RE€N copr.. rrurr b. lil.d wlh th. St t. En9io6p. PINX CeY ir lor dr Ownor ..rd YELLOW COPY at
rtg.d.
dr Orilhr.
S--is\\:.
6-^Z-A? - . t9-.
ER ENGRS I D: 3O34ElO9766
ATTACEMEI\ITB
WELL RECORDS OBTNNED BY RESOTIRCE ENGINEERING
PAGE 22/28
MAY-13-98 16=26 FROM.MCLAUGHLIN WATER ENGRS
Courtesy of Shelton Drilling Corp.
\s7o)s274182
lnformation Conceming SubdMsion :
tEB z / 1998
F€a.&EItElEBt{lsp'
LEGALDESCRIMON. D^TE
SE NII / Sec 32TES R89W '9r2}a2
l.lE NE Sec 25 TOS RE9.W 7/30/91
NIW SE Sec 25 T65 R89W 8D4t95
SE NE Sec 31 T65 R88W 9/8/95
NE SE Sec 25 TOS R89w 6t17t96
PAGE 23/28
PERMTT#
114980
$H-17717
18€rc.2
1$$.$
188403
MME
Manchester
l-lood
Kindatl (1)
Kindall (3)
Kindall(2-A)
YIELD
0
0
0
0
0
0.0
DEPTH STATIC
400 0500 0300 0450 0810 0
494
r D = 3034eog766
PACE 24/28
WELL CONSTRUCTTON AND rEffi
e sfefe ef,ter.rEEn
trEql6ess: reftHuryt3l
Cfry. St @: CatonCaE Co. fi6A3
STREET ADORESS AT \A,EII LOCATDN :
TOTALDEPTH 300 ft DEpTI{CO1V1pLETED ft.
5. GEOLOGIC LOG :
'A'ATER LOCATED :
REITARKS : tlobbtobeabndoned bydim
Itlderhl:
Stze:
lntenal:
Type :
Depth :.
1.Amt Used: - e-lZWEITESTDATA:It@
TESilNG MEfH@ : AirCorrfressor
Stfb Lcrd : . 0 i- fTrrr lleasrcd : tlE 2dlg5
ewpng Land : ToEl ft HTine lrerrcd : @t24lghiffi:
*Or-- Rate :
Testl€ngrth:
,ittritaEE€r -Ef gr-rb-.c-t rf,l-IE.)
CONTRACTOR : Sh&r DtUng Corp.PtE re : (97D) 9,7418P
tgr>i-Trtb (ilcacTyreq
VtQ6e She{ton / Presidert
2W fL fErn Souttr Sec.lkE. and
$JBOIVISIOIII:
'Miloa'Rffin- :" '-
WELL CONSTRT.ICTION AND TEST REPORT :
af,E OF COLORADO, OFTTCE oF THE SIATE ENGINEER I
ICLL PERIflT NUSBER
itblngAdABs
Cty. SrZp:
Pfsp
6CI3 $te Hu,y 133
CrutO4e, Co. 81G43
(s70) B3E7s
lgls a tfii sorrfr Sec. line. ano 146 fi. iom Eas{ sec. rne- oR
St BDIVISION: LOT glocK nuNc(thrr)
STREET ADDRESS AT'A,EI LOCATIOTTI :
TOTADEPTH 3O0 n DEPTHSOMPLETED n
rrldlrridi
Sze:
lrlenral:
TIAY- 1 3-SlEl l6 . 26 FROM : MCLAUGHL I N WATER ENGRS
5. GEOLOGIC LOG :
WATER LOCATED :
REIIIARIG : Hde b to be aHtdoned by diert-
I D: 3lll3tlElOlJ7Eiti FA(jE 25/26
TESilNG METHOD : AbConPresor
$tbLctd: 0 t DaerTtreNEamd
Rtrrging l,eir{ : Totil lL DdTirp irlegccd
Renerls :
gief rrrrarl-t F-rt..rff -a-r t t-a.rr.,
@NTRACTOR : StPlton D(5tg Corp-
(Please_TlPe_or
@TEE'S
6rzfl95
Productin R& : 0
Test l-ergth : 2
Ptsc : (970) W11Q.
lpfn
hrs.
Walyne Sldlton / President
'[aa;wr fonraUr
Tlpe :
Oeffi :
-13-SlE 16t27 FROH,HCLAUGHLIN UATER ENGRS I D: 3El3{Ef OSTEE tsALrE 26/ 26
WEI.L CONSTRUCNOil AND TEST REPORT
IATE OF coLoRADO, OFFICE oE THE SrATE ENGTNEER
APPRO'AL'GUE.ISI<}
WEII I'll,flEER 16${aa
lrefhg Acrdess
Gry, SL @:
Pture
6333 StaEtlrrry 13
CarOo;ale, Co..8t@3
(970) 83878
3.ulErr r4gAT,-rc[il AS oRIu.ED sE
O|SfAITICES FROilI S€C. U[ES
rc [. forn fSfi Sec. he. ad
SI.EDIVtrilONT:
SIREETAODRESS AT\A,BI I-oCATIOT{ :
S1 fi. tom E6t Sec. [ne. OR
LOT BLOO( Hllrlc(UNrf,
1 GRqUTTD SI.IRFACE EI.EVATIOTI ft. --DRILUiIG itlETHOD ,ITirROtArY
OAIE@IIHEIED rrglo8{gS TorAl-DEprH sx} G. DEpTHcom-Efb ft
5. GEOTOG|C LOG :atfl-EDnu.(hl FRCrr (t)TO({t}
Oceih I fypeofnrbrial(SiE Cobr.A-T)"e)9.0 t 0-o 30
CTD1EO votc.lncs, Flffi 65 30 s00
lGGqN t armn F0rrdin
7. PLAIN CASII{G
or(n)r(r!Y\t! sii&Ftgn(!)ToG)
o
0
o
0
PERF cAstNG: scresr Sh Size:
I/\ATER I.CCATED :
REMART€ : l-bb b ro be aHoned by dbtr
-&
F-EiPacr
tuiderH;
Size:
lderuel:
9. Pad(er Placerncnt
Type :
Deffii :
10. G.-ROIMNG RECORD :
hEil A''ETi o!fisry hrrrDl Placcrrst
AfiL t!€d: O!1
Form
TEISTIIIG MEII|OD : At Conpcssor
Silblerd; O t D&lT-rtaitleasred: Og,O8r95
ftrfipinglerd : Total lt Ddltrraileasuatt : OBIS/95
Proctucrioo Ro ;
Tesf Lergth :
0
2
gptn
hrs-
RernEt
-
:ElrffilEtran ffi
r!^ G.tntrGtafrrIt.ard.-.-lr-llEr.l
@}{TRA6OR: ahrforDtlingcorp- PtEr|c:(970) srz711&2
l&firn A4|tlm(s ' P (n Fl,rv lOSq F.irlt Cn 8rF-r I i'*ttl6 l(}qf -== '
!1tDr (Ptee_TYPe.a Prrtl
\llaync Shetbn / Prersident l I
* @rzltss
l--
Sigrl*re