HomeMy WebLinkAbout1.0 Preliminary Plan Application•
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LAKE SPRINGS RANCH
PLANNED UNIT DEVELOPMENT
GARFIELD COUNTY, COLORADO
PRELIMINARY PLAN SUBMITTAL
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LAKE SPRINGS RANCH
PLANNED UNIT DEVELOPMENT
Garfield County, Colorado
Preliminary Plan Submittal
OWNER:
Foster Petroleum Corporation
DESIGN TEAM:
Civil Engineers:
Eldorado Engineering Company
Glenwood Springs, Colorado
Planning:
The Land Design Partnership
Glenwood Springs, Colorado
Soils/Geology:
Chen and Associates
Soils Engineers
Glenwood Springs, Colorado
Water Engineering:
Date:
Wright Water Engineers
Glenwood Springs, Colorado
June 22, 1979
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Q cpm?
:2d y2(�«». mz=
September 20, 1979
Board of County Cc:zissioners
Garfield County
P. 0. Box 640
Glenwood Springs, Colorado
RE: Preliminary Plan sutmittal
Late Springs Ranch Planned
Unit Development
Gentlemen:
Please find enclosed for your agproval, C� .<.
relating to the Preliminary Plan for the L- 2
The property under consideration is under the o
P trole. Corporation.
is and maps
yz ?encs P.P.D.
c of Zoster
The information has been prepared by a Ec-icn :lac r:or ting of
E cocado Engineer, the Land Design Partnershi,, Chan and associates
and right sate£ Engineering. The submittal is in co iar iica
with the P.U.D. zoning submittal previously approved by the Board.
Should the Board require additional information or docomeotation
to sugplement the materials contairled harein we will be available
to work th your planning staff to provide the same.
ars:au
Enc.
Sincerely,
1
Duncan L. Sinnock
Real Estate Investment Manager
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TABLE OF CONTENTS
GENERAL INFORMATION
Fact Sheet 1
Lake Springs Ranch P.U.D. Zoning Regulations 3
Lake Springs Ranch Subdivision Regulations 6
Covenants 7
Schools/Parks Dedication 7
P-iYSICAL INFORMATION
Geology and Soils Summary 8
Vegetation and Wildlife Summary 9
Road Network Summary 11
Drainage Report 12
UTILITY INFORMATION
Domestic Water System 14
Wastewater System 21
Underground Utilities 24
Appendix A, Engineering Geology and Preliminary Subsoil Investigation
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*Note that the acreage from the legal description is 441.8 acres.
The acreage discrepancy will be resolved when lot sizes are cal-
culated at final plat.
Gross project density - 0.47 units/acre.
Zoning: The subdivision is zoned under a proposed Flanged unit
Development currently submitted for consideration by Garfield
County.
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LAKE SPRINGS RANCH P.U.D. ZONING REGULATIONS
Section I. PURPOSE
A. To carry out the purposes and provisions of
the Garfield County Zoning Resolution, Gar-
field County, Colorado and in particular Section
14.00 of the Garfield County Zoning Resolution,
as amended, the Lake Springs Ranch P.U.D.
Zoning District is further divided into the
following zoning district classifications:
It/S.F. - Residential/Single Family District
R/C.H. - Residential/Cluster Housing District
A/O.S. - Agricultural/Open Space District
Section II. R/S.F. - RESIDENTIAL/SINGLE FAMILY DISTRICT
A. Uses, by right.
Single -Family dwelling and customary accessory
uses including buildings for shelter or en-
closure of small animals or property accessory
to use of the lot for single family residential
purposes and fences, hedges, Gardens, walls and
similar landscape features.
Park and Greenbelt.
B. Uses, conditional.
None
C. Uses, special.
None
D. Minimum lot area.
1 acre
E. Maximum Lot Coverage.
15 percent
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F. Minimum Setback
Front yard -- 30 feet
Side yard -- 20 feet
Rear yard -- 50 feet
G. Maximum Building Height
25 feet
H. Off -Street Parking/Residential
Four (4) off-street parking spaces on the same
lot for each dwelling unit or one (1) space
per 600 square feet of floor area whichever
is greater.
Section III. R/C.H. - Residential/Cluster Housing District
• A. Uses, by right
Single -Family dwelling, Duplex dwelling, Triplex
dwelling and customary accessory uses including
buildings for shelter or enclosure of small
animalsorproperty accessory to use of the lot
• for residential purposes and fences, hedges,
gardens, walls, and similar landscape features.
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No more than three dwelling units may exist in
the R/C.H. District.
Park and Greenbelt.
B. Uses, conditional. '
None
C. Uses, special.
None
D. Minimum Cluster Housing lot area.
1. The Cluster Housing Lot shall be as
shown on the P.U.D. Plan.
2. Lots within a Cluster Housing Lot shall
have no minimum lot area.
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E. Maximum Coverage of the Cluster Housing District
1. 5 percent of the total District area.
F.
2. Lots within the R/C.H. District shall have
no coverage limit except that the combined
coverage of all internal lots shall not
exceed the 5 percent maximum of the total
District area.
Minimum Setback from the Cluster Housing District Boundary
1. 50 feet
• 2. Lots within the R/C.H. District shall have no
setback requirements.
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G. Maximum Building Height
25 feet
H. Off -Street Parking
Four (4) off-street parking spaces for each
dwelling unit or one (1) space per 600 square
feet of floor area, whichever is greater.
SECTION IV. A/O.S. - AGRICULTURAL/OPEN SPACE DISTRICT
A. Uses, by right.
Recreational including, stables, riding arena,
kennal, pasture, water impoundments and customary
accessory uses including buildings for shelter or
enclosure of animals or property employed in any
of the above uses.
Recreation Vehicle Storage
Park and Greenbelt
B. Uses, Conditional.
None
C. Uses, Special
None
D. Minimum Lot Area
2 acres
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LAKE SPRINGS RANCH SUBDIVISION REGUL?:TIONS
Except for the following section of the Garfield County
Subdivision Regulations, all provisions of the Garfield
County Subdivision Regulations shall be applicable to
the Lake Springs Ranch P.U.D. The Section of the said
Subdivision Regulation which shall have no applicability
is as follows:
Section 5.09
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COVENANTS
To further assure the development and continuation of
Lake Springs Ranch as a high quality residential area,
protective covenants will be recorded along with the final
plattings of the P.U.D. Following are topics of parti-
cular importance to be included in the covenants. A
preliminary draft of these covenants will be provided
to the County Planning Department.
1. Architectural Committee
- -Building siting
- -Site and structural design
--Landscaping
--Fencing restrictions
2. Lot Use Restrictions
- -Residential structure
--Garage/storage structure
3. Animals
--No horses or livestock on lot
- -Dog kenneling requirements
4. Underground Utilities Required
• Vehicle Control
--Limitations on recreational vehicle storage
General Site Maintenance
. 7. Noxious Activities
8. Easements
9. Signs
10. Temporary Structures
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SCHOOLS/PARKS DEDICATION
In accordance with Section 5.11 of the Subdivision Re-
gulations of Garfield County, Colorado, as amended,
the Lake Springs Ranch P.U.D. owners will cooperate with
the Board of County Commissioners to appropriately com-
pensate the county for the reasonably necessary public
facilities (schools/parks) required by the future residents
of the P.U.D.
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GEOLOGY AND SOILS SUVJ ARY
Appendix A contains the Engineering Geology and Preliminary Sub-
soil investigation conducted on the site by Chen and Associates
dated January 30, 1978. The report was performed for a recent
Preliminary Plat submittal for the same property but with a dif-
ferent development pattern. The report therefore references various
blocks and roads which have now been relocated, as evidenced by
the site map (Figure 1) in the report, but the basic analysis and
conclusions are obviously still valid. Also included at the end of
that report for reference are the previous responses of the Colorado
Geological Survey.
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VEGETATION AND WILDLIFE SUMMARY
The sloping terrain that is proposed for development, which for this
discussion will be called the upper slopes, is covered by sage and
discontinuous native pasture grass growth with occasional open stands
of gambels oak. The lower portions of the site consist of intermittent
and permanent ponds and continuous growth of native pasture grasses.
These areas have high groundwater tables and are not suitable for
development. As a result, these areas have been set aside for open
space and common area. The transition zone between the areas,
primarily along The Corduroy and County Road 114 and the Van Cleave
Road area, has vegetative types common to both the upper slopes and
lower areas. This area has been selectively chosen for development
such that a buffer zone exists between the developed areas and
environmentally sensitive lower areas. With the retention of the
lower areas and scattered Agricultural/Open Space areas on the upper
slopes, as well as the restricted lot development, the natural
vegetative conditions and hence the natural appearance of the area
will be retained.
Conversations with the Division of Wildlife Officers indicated that
this area is generally considered to be an intermediate fall and
winter range for deer and forms part of the migratory corridor between
seasonal ranges. In that light it was recommended that fencing be
restricted to buildings and irrigated land, that dogs be required to
be kenneled and not be allowed to roam, both of which have been in-
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eluded in the Zoning Regulations. With these restrictions, the im-
pact on the deer population will be minimized.
Prohibition of horses on individual lots was recommended to avoid
• destruction of the natural vegetation necessary for the small mammal
and bird population.
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Grouse populations have been indentified near the Lake Springs Ranch
site but not on the site. These birds were identified as being possibly
impacted, if they do exist on the site, by the development.
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ROAD NETWORK SUI' ARY
The proposed road network is shown on the Plan and Profile Sheets
and the Site Plan. The road system has been designed to conform
both horizontally and vertically to the existing topography to the
greatest extent possible to minimize cut and fill requirements,
minimize roadway scars and still remain within the County design
standards.
Typical cross-sections are also depicted graphically in the Plans.
In addition to the proposed typical sections are two sections taken
at critical cut and fill locations. The section from Quigley Road
indicates the most severe construction situation in the development
in terms of natural ground surface and maximum fill. More typical
is a cut or fill situation of a maximum 2' to 3' or less across the
front of individual lots. Also shown is a cross-section from Valley
View Road showing the situation at a culvert crossing.
It is proposed to retain the horizontal and vertical alignment of
County Road 114. County Road 119 will retain its original align-
ment until it departs from the northerly boundary of the develop-
ment at which point its present location will be vacated. County
Road 119 will require some selected upgrading in terms of widening
and regraveiing to bring it up to the condition of the other proposed
roads.
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DRAINAGE REPORT
The on-site drainai7e. patterns will not be altered by the P.U.C. The
single family lots proposed are one acre or greater and with a total
potential lot development of 10% to 15% maximum and in the majority
of lots on the order of 5%. There is ample land area on each lot to
prevent encroachment on existing drainage ways. The overland drainage
will continue to flow as it presently does, with some minor channeling
due to intersecting roadways. The drainage system will be augmented
by culvert pipes at road crossings.
All culverts were designed to handle a 1 -hour, 25 -year storm occurance
using the Rational Formula. The Drainage Plan indicates the location
• and size of proposed culverts as well as the projected maximum flows
at each point. Culverts will all have minimum slopes of 1% and in most
cases will follow the natural slope of the land which is for the most
• part 5% or greater. Because of the low density and convenants protecting
natural vegetation, there will be minimal increases in the quantity of
run-off.
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The minimum culvert size will be 18". Culverts will be constructed
with end sections or headwalls to maximize carrying capacity. Drainage
basins considered are shown on the Drainage Plan as well as the larger
vicinity map attached hereto.
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• DOMESTIC WATER SYSTEM
The proposed domestic water system is shown on the Utility Site
• Plan. All construction will be in accordance with, and all Plans and
Specifications will be reviewed by, the State Health Department.
• It is the intent of the Developer to construct and finance the construc-
tion of the water system facilities and to transfer orership to the
Lake Springs Ranch Hornowner's Association. The Association will be
• responsible for the o-eration and maintenance of the system as well as
collection of user charges to finance the same. The Association will
be organized as a Colorado nor -profit corporation with an elected Board.
• The system has been modified slightly from the sketch plan in terms of the
physical layout on the ground. The design parameters have rot chanced
in terms of sizing, demands, etc., however, to take advantage of the
• topography and to reduce the pumping costs, three (3) pressure zones
were created such that only the water actually used in the zone will
be transferred to that zone. The storage facilities for the upper zone
and lower zones (both lower zones are served by the same storage tank)
are sized in proportion to the number of units in each zone while main-
taining fire protection within each area. The lowest pressure zone is
reached through pressure reducing stations from the intermediate zone.
The zones were established generally to provide a 90 psi to 30 psi static
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pressure range within each zone within the topographic _ each
zone. The alternative to the pressure zone arranger,ent above is a one
storage facility for the entire system and defining the same zones with
pressure reducing valves. This has the advantage of reducing the number
of pumping facilities and storage tanks but requires more water line
and increases pumping costs. This alternative will be fully, evaluated
on a cost/effective basis during preparation -of final construction
documents.
Following is correspondence from Wright 'pater Engineers concerning the
water rights for the PLD. The October 20, 1979 letter indicates the
three VanCleave rights owned by the Developer_. -re analysis performed
to determine the consumptive use in this letter is ro longer valid since
tre septic tank treatment referred to is no longer being used in lieu
of central treatment. The revised wastewater treatMent scheme has been
reviewed by Wright Water Engineers in a letter dated April 2, 1979, and
it was found that the water rights available are sufficiert.
The Court Case number for the Lake Springs Ranch water system is as
• follows:
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the change in wastewater treatment, refiled in February, 1979. The
• augmentation plan involves transferr r,g the three VanCl eave ri oh =s to
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Augmentat i on Plan: W 3571
Wells: 'v+: 3572, W 3573, W 3575
The original filing was made in December, 1978, and
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as a result of
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the f: ells and changing the dEsiynated ;:se from irri atian tc ..�nicical
and domestic.
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IS 4 J�FIOE
ASI'EF. CD. ;-.ADE. !1611
CH; rENNI OF FiCE
ERIVE
C.4E'F NNE w'1 4'NG E2D01
G'_ENwO::: FILE
F PO2 '.266
;LEvwDOE' c:,.;vimS CO." AOC'1601
SAN LL"S , ALL Er OFFICE
A C 6Cz i40
ALL 4:.,SA CO_LPADO 61101
STEc4-;;A- OFFICE
P C FOX 5220
STEA49OAT VILLAGE COLO5ADO Fr490
VJ =TIGHT WA -i ER ENGINEERS, INC.
E'.3!tv,=ER:Nu C)t':SU_TANTS
=Y_
Q_t:,'EF G_7'%-..�+j ' 211
(333,
Glenwood Springs
Tel. 945-7755
October 17, 1979
Duncan Sinnock
Foster Petroleum Corporation
P.O. Box 698
Carbondale, CO 81623
RE: Lake Springs Ranch
Fater Supply
Dear Duncan:
r: - c v-5.IGHT
+ 4 -.: ♦N
-,N501.4
..F
SASE
- - . iTEE
,t w4YER
:A-- -:NS R,;AE GER F.OVE,
STORES
CAO. E vi'3OERT
This letter outlines our recommendations for developing a water supply
for Foster Petroleum's Lake Springs Ranch Development. One of the purposes
of the letter is to define the facts supporting the plan of augmentation
(W-3571) which is currently before the Division 5 Water Court.
The current P.U.D. application is for 210 single family units (or
their equivalent) plus a 4 acre school site that will all be served by a
central water system. The P.U.D. application states that all units will be
on a central waste water collection and treatment system which will eventually
be annexed by the proposed Spring Valley Sanitation District.
WATER REQUIREMENTS
The proposed development will have a maximum of 220 EQR (equivalent
residential units). This estimate includes 10 EQR for the 4 acre school
site. It is assumed that each EQR will have an average of 3.5 people requiring
100 gallons per person per day for in-house use. In addition, the central
water supply system will provide enough water to irricate 1500 square feet
for each EQR. Lawn irrigation requirements for the development were calculated
(Jensen-Haise method) to be 1.5 acre feet per acre for consumptive use. Assu--
ing a 60 irritation efficiency, the irrigation requirement will be 2.5 acre
feet per acre.
Present plans call for all of the subdivision's waste water to -be treated
by the Spring Valley Sanitation District at facilities located at the present
Colorado Mountain College treatment facilities. Treatment is expected to be by
an activated sludge process with effluent from the facilities being applied on
land that drains to Cattle Creek. Total consumptive use of the in-house water
is estimated to be 70`. The remaining 30 is expected to eventually reach
Cattle Creek and the Roaring Fork River.
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Duncan Sinnock -2-
October 17, 1979
Annual water requirements for the central water supply system for full
development are estimated as follows:
Domestic (220 units)
Irritation (7.6 acres)
TOTAL
WATER SUPPLY
TOTAL
REQUIREMENTS
(Ac Ft)
86.2
19.0
105.2
DEPLETIONS
TO SPRING
VALLEY
(AF)
86.2
11.4
97 6
1.'ater for the central water supply system will
wells located within the subdivision and drilled int
The wells are defined as follows:
DEPLETIONS
TO ROARING
FORK RIVER
(AF)
60. 3
11.4
71.7
orae from two or three
the Spring Valley aquifer.
LOCATION
WELL STATE ENGINEER'S Section 33 EX°:CTED PROPOSED
DESIGNATION PERMIT NUBER TES, R88W YIE_D DEPTH
A 24099F SWs NWL 200 gpm 200 feet
B 24100F. NW--, SW4 200 gpm 200 feet
C 24101F NWl SWC 200 gpm 200 feet
in addition to the central :water supply system, some lands may be irricE:•_
using these wells and springs. The total land irria ted in the P.U.D. is
to be less than 40 acres. Water rights for this sup lemental irrigation (acre -:,:e
in excess of that defined under the central system) gill be the ranch's junior
riohts shown in Table 1.
VAN CLEVE WATER RIGHTS
Foster Petroleum owns the following irrigation water riohts which have been
used to irrigate portions of the Lake Sprines Ranch.
NAME OF DITCH AMOUNT
Van Cleve No. 1 1.4 cfs
Van Cleve No. 2 .9
Van Cleve No. 2 2.0
APPROPRIATION DATE
9-05-1882
9-15-1882
5-15-1884
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ADJUDICATION DATE
5-11-1889
5-11-1889
4-18-1390
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Duncan Sinnock
October 17, 1979
These rights derive their supply from the Quiale
• estimate to yield from a low of 300 acre feet per yea
acre feet per year.
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' Spring which we
r to more than 1000
According to James Quigley, there have been 35 acres irritated under
the Van Cleve No. 1 and an additional 35 acres under the Van Cleve No. 2.
The State Engineer's office reported a minimum irrigated acreage under both
ditches of 120 acres. Previewing aerial photography of the area, Wright
Water Engineers concluded a maximum irritable acreage under both ditches
equals a total of 120 acres. According to Mr. Quigley, all of the v,ater
available from the spring was diverted during the irrigation season to one
or the other of the Van Cleve Ditches. Minimum diversion for a 180 day
irrigation season would be 180 acre feet. Assuming 40`; of this diversion
was consumptively used, then the historic consumptive use would be 72 acre
feet.
This minimum of 72 acre feet of historic cor.surr
the proposed consumptive use from the Lake Springs Ra
system.
WATER RIGHTS FOR LAKE SPRINGS RANCH
ptive use is more than
nch central water supply
Table 1 presents the water rivhts that will be used by the Lake Springs
Ranch development.
WATER
COURT
CASE NO. NAME
W-3571
W- 3572
W- 3573
W-3574
W- 3997
W- 3608
TABLE 1
LAKE SPRINGS RANCH WATER RIGHTS
APPROPRIATION ADJUDICATION
A"IOUNT DATE , DATE
Augmentation Plan
Lake Springs Ranch Spring 200 gpm-9-77
Ranch Well A 200 gpm 9-9-77
Ranch Well B 200 gpm 9-9-77
Ranch Well C 200 gam 9-9-77
Quigley Spring .5 cfs 1931
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1977
1977
Duncan Sinnock
October 17, 1979
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The aucmEntation plan (W -35j1) is the backbone of the doTestic water
supply. This plan transfers the senior Van Cleve water right to the central
system. The historic annual consumptive use of the'Van Cleve water rights
exceeds the future consumptive use of the central wtiter system. Depletion
to the Spring Valley aquifer may exceed the historic depletion by the Van
Cleve richt - this is due to the ''exportation" of waste water to the Cattle
Creek system. This new depletion, which may be es high es 26 acre feet
per year, will, in our opinion, not injure any existing vested water right
in the Spring Valley area including all of the existing Colorado Mountain
College water rights.
Supplemental irrication water from the rights, other than the augmenta-
tion plan, will cause additional depletion to the Spring Valley aquifer. The
exercise of the junior rights will deplete the flow in the Roaring Fork and
the Colorado River systems. These depletions will not injure other vested
rights on these rivers until some time in the future when numerous conditional
and new water rights are put to use. When that time comes, we recommend that
the Lake Springs Ranch depletions be covered by releases from Reudi Reservoir
or other augmentation sources. Foster Petroleum has
already requested aug-
mentation water from the Basalt Fater Conservancy ervancy Oistrict.
Even if the junior rights were called out, it is our opinion that the
transferred senior Van Cleve rights would provide an adequate "lecal" water
right for the•subdivision. t r
The junior riahts may deplete the Spring Valley aquifer. The-.aximum
new depletion is not likely to be greater than 100 acre feet annually. It
is our opinion that if this 100 acre feet of new dep etion does occur under
water rights W-3572, W-3573, \,'-574, W-3608 and W-3997, that there will be
no injury to the existing decreed water riahts diverting water from the
Spring Valley aquifer.
If you have any questions, please don't hesitate to contact us.
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
WLL:ep
cc: Scott Balcomb
,Ron Liston_
741-22
ay L47 -(J,7 , :o
Wi 1 l i am L. Lorah
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A SP!N OgEICE
F C P C= t:/t/
ASPEN COECkw0C 81611
CHEYENNE OFFICE
3:26 LOCUS, DRIVE
ChEYENNt w'YCIAING 82001
GLENwOOD So RINGS OFFICE
PC 806 ;286
GLENw000 SPR'!NGS. COLORADO 81601
57EAN.80A1 OFFICE
P O 601 5720
STE....8OAT vttLAGE. COLORADO O 499
WRIGHT WATER ENGINEERS, INC.
ENGINEERING CONSULTANTS
24200 ALCOTT STREET
DENVER, COL ORADC EtC211
1303!4EF-6201
Duncan Sinnock
Foster Petroleum
Box 698
Carbondale, CO 81623
Dear Mr. Sinnock:
Glenwood Springs
Tel. 945-7755
April 2, 1979
RtNNFTH R w'RIGHI
wItt1Mt L LOpAH
RUSSELL t DAPP
tICHwVD D /7HNS0N
1. CRAIG GREEN
H RAY Ntw*AYEP
PAARIITN PA S1 O1ES
RALPH L 1OREN
FRANK J ft!L4ASI
RE: Lake Springs Ranch Water Rights
According to Ron Liston the revised Lake Springs development
will provide central sewer collection and treatment facilities for
the equivalent of 195 single family residences. Current plans
envision the expansion of the existing CMC waste water treatment facility
to serve CMC, Lake Sprinas Ranch and Los Amigos. Wright -McLaughlin
Engineers is in the process of developing a service plan for the area's
waste water treatment needs.
Previous water supply plans for Lake Springs Ranh (see our letter
of December 20, 1978) assured the development would b served with
individual septic tank/leach field systems. That platy assumed that
about 25% of the inhouse domestic water would be cons Iptively used.
The revised plan to use the CMC plant would mean that the inhouse
domestic water requirement of 77 acre feet per year would be a total
depletion from the Spring Valley area since the return flow from the
sewage treatment plant would not be to Spring valley.
It is our opinion that the water rights applications currently
before the water court, when approved, will provide sufficient water
to meet water requirements for the subdivision without injuring other
vested water rights in the Spring Valley area.
WLL:ep
741-22
Very truly yours,
WRIGHT WATER ENGINEER$, INC.
�C /
BY �� ��!' r,, ?
William L. Lorah
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W.'.STEWATER SYSTEM
Lake Springs Ranch will be incorporated into the Spring Valley Sani-
tation District which is now in the process of being formed. The
purpose of the District is to provide wastewater treatment for Colo-
rado Mountain College (CMC), Los Amigos PUD and Lake Springs Ranch PUD.
The proposed treatment site, as shown on the foliowi,ng vacinity map,
will be at the existing CMC treatment site. The existing CMC treatment
facilities will be upgraded and expanded to meet all applicable dis-
charge requirements and will be sized to meet all future requirements
of the areas referenced above.
To date, an agreement has been reached
between CMC and Los Amigos PUD to incorporate the existing treatment site
into the Sanitation District and agreement in principal for the formation
of the District. Lake Springs Ranch PUD has not been a party to that
agreement because of the fact that their position in the subdivision process
did not allow them to participate without restrictive conditions. As
shown in the Spring Valley Sanitation District Servide Plan, prepared
for the formation of the District and on file in the. County Planner's
office, the facilities are being designed in anticipation of the inclusion
of the Lake Springs Ranch PUD into the District.
The Service Pian is based on a total buiido.:t of 210 dwelling units
• at 3.5 capita/unit and 100 gallons per capita per day. The wastewater
collection system on site is as proposed on the Water and Sewer Utility
Pian and the Sewer Plan and Profile sheets. All collection lines will
•
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•
•
•
•
be 8" diameter laid at a minimum slope of �3.4;; or g
lection system will require a lift station to servi
area. Additionally, Lots 1, 2, 11, and 12, and pos
eater. The tol-
e the 1'anCl eave Road
ibly Lot 13, Block 2
cannot be serviced by gravity sewer. It is propos() to service these
lots by (1) installing an in-house grinder type puri) to pump directly
to the force vain or (2) installing a conventional home submersible sewage
sump pump, following a septic tank for solids removal, and pumping to the
force rain. The individual lot owner would have the option of the col-
lection facility to he used.
Off-site sewer from the PUD boundary to the areatr,ent facility wi l i be
gravity sewer. The sewer will run approximately parallel to County
• Road 114 and will actually connect to the treatment
the CMC or Los Amigos collection systems. These two
beinc analyzed on an engineering feasibility and cos
• with the two entities now that the Sani_ai.ton Distri
being formed. In either case, no rift station will
off-site sewer system.
•
•
•
•
facility through either
alternatives are
t -effective basis
ct i s , in fact,
be required in the
•
•
ft-
STATES
_ '1';=-- ;NE INTERIOR
OLOGICA L SURVEY
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•
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S\SERGRDUND UTILITIES
The three concerned utili. ca7,2ar s -- Rocky Soy tain Natural Gas,
«=i} Cross Electric Association, and Mcsntain Cell ere sent Prelimin-
ary Plat site plans on June 11, 1979, in a.der to afford all parties
pportJn't to ciscuss %he pre/ect at the UtiliLty Coordinating Co
mittee meeting Cr Jade 21, 1979. As of that :eeti
only Xountain Eel]
has had an opport;Gid to forra1ize any ccGstructi n requirements. They
• have indicated that the Ki]i req:ire a 5' rich; I-way on all lot lines
fronting p:biic rcaiays.
•
•
Rocky Mountain Natural Sas as indicated icfcr ally that they can pro-
vide services by extending biseributon lines fro, the approximate
vicinity of CMC. They have not indicated tKalr ea cent requirements
within the PUD. Holy Cross Electric has as vet no (formulated any require-
ments.
equi -ments. It is anticipated that beth utilit companies will indicate easement
requirements during the for -nal Prelimi ary Plat review period.
one
40
• of the utilities expressed anyforeseeable difficuities in servicing
the PUD during discussion at the Utility Cocrdinati
41
•
•
g Committee.
•
•
•
•
•
•
•
•
•
•
•
APPENDIX A
ENGINEERING GEOLOGY AND PRELIMINARY
SUBSOIL INVESTIGATION
RICHARD D. LAMM
GOVERNOR
s
•
•
•
KA xPkCI)
srr�_� •i�� 4..
Leo
COLORADO GEOLOGICAL SURVEY
DEPARTMENT OF NATURAL RESOURCES
715 STATE CENTENNIAL BUILDING — 1313 SHERMAN STRE T
DENVER, COLORADO 80203 PHONE (303) 839-2611
February 3, 1978
Mr. Robert Witkowski
Garfield County Planning
2014 Blake Avenue
Glenwood Springs, Colorado 81601
Dear Mr._Witkowski: RE: LAKE SPRINGS
SUBDIVISION
NCH
We have reviewed the Chen and Associates Report on t is subdivision
(Job No. 14285A Jan. 30, 1978) and find that it has dequately
addressed the geology and soils of the site.
It appears that the geologic constraints of the site are minimal
but that soil conditions are such that individual site specific
soil investigations and tests should be required before building
permits are issued. With the possiblity of both swelling soils
and/or soils that can compress under load when wet being present,
this will be very important to assure the long term stability of
the structures.
If these tests are required, we would have no objection to approval
of this proposed subdivision.
LRL/vt
cc: Land Use Commission
Sincerely,
_,
////
L. R. Ladwig
Engineering Geologist
• GEOLOGY
JOHN W. ROLD
Director
6
chen and associates, inc.
CONSULTING ENGINEERS
SOIL & FOUNDATION 96 S. ZUNI • DENVER, COLORADO 80223 303/744-7105
ENGINEERING 1924 EAST FIRST STREET • CASPER, WYOMING 82601 • 307/234-2126
ENGINEERING GEOLOGY AND
PRELIMINARY SUBSOIL INVESTIGATION
FOR PROPOSED LAKE SPRINGS RANCH SUBDIVISI�ON
SECTIONS 32, 33 AND 34, TOWNSHIP 6 SOUTH
AND SECTION 4, TOWNSHIP 7 SOUTH, RANGE 88 WEST
GARFIELD COUNTY, COLORADO
Prepared for:
SCARROW & WALKER, INC.
P. 0. BOX 460
GLENW00D SPRINGS, COLORADO 81601
Job No. 14,285A January 30, 1978
•
•
TABLE OF CONTENTS
CONCLUSIONS 1
SCOPE 2
PROPOSED DEVELOPMENT 2
SITE CONDITIONS 3
GEOLOGICAL CONDITIONS 3
Bedrock Conditions 4
Soil Conditions 4
Structural Geolo3y 4
SUBSOIL CONDITIONS 5
GEOLOGIC HAZARDS 6
MINERAL RESOURCES 7
FOUNDATION TYPES 7
SITE GRADING 8
ADDITIONAL INVESTIGATION 8
FIG. 1 - LOCATION OF TEST HOLES AND PITS
AND SURFICIAL GEOLOGY MAP
FIG. 2 - LOGS OF TEST PITS
FIGS. 3 through 6 - SWELL -CONSOLIDATION TEST RESULTS
FIG. 7 - GRADATION TEST RESULTS
TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS
CONCLUSIONS
(1) The proposed subdivision development is feasible from an engineer-
ing geology and subsoil point of view.
(2) There are no geologic hazards nor commercial mineral deposits
(3)
which would render the project unsafe, infeasible or undesirable.
Foundation types in Block 1 should consist of pay and grade beam
construction as recommended in our original report (Job No. 14,285
dated April 6, 1977). Spread footing foundations occasionally
utilizing minimum dead load pressures are generally suitable for
residences and duplex residential buildings over the remainder of
the site.
(4) Additional investigation by subsoil exploration or foundation
excavation inspections should be performed in Blocks 3, 4 and 5 to
better define subsoil and bedrock conditions and determine proper
foundation design parameters at specific building sites.
2
SCOPE
This report presents the raeuits of an engineering geology and
preliminary subsoil investigation for the proposed Lake Springs Ranch
Subdivision situated in Sections 32, 33 and 34, T. 6S. and Section 4,
T. 7S., R. 88W., Garfield County, Colorado. The report also presents
the most probable type building foundations, recommended soil pressure
ranges, engineering geologic aspects of the site, general subsoil con-
ditions, and other preliminary design information suitable for general
planning. The investigation included a field geologic survey and
exploration pits.
We previously conducted a soil and foundation investigation for
Blocks 1 and 2 of the subject subdivision and reported our results under
Job No. 14,285 dated April 6, 1977. The results of that investigation
and a review of pertinent geological literature were aiiso a part of this
investigation.
Results of additional percolation test
under our Job No. 15,346 dated October 19, 1977.
were reported
PROPOSED DEVELOPMENT
We understand that the proposed Lake Springs Ranch Subdivision
will have approximately 55 lots designated for single-family residences
and 7 lots with planned duplex units. It is proposed to supply water
from a community water system utilizing wells as the water source.
individual sewage disposal systems are planned for thelsingle-family
residential lots.
3
SITE CONDITIONS
The Lake Springs Ranch Subdivision as presently platted includes
an area of approximately 441.7 acres. The topography at the site is
comprised mainly of hilly ridge and valley relief with several scattered
knobs or topographically high points occurring along the western portion
of the site. The ground surface at the site ranges from Elevation 6890
to 7310 feet above mean sea level. Spring Valley occupies approximately
one-quarter of the proposed subdivision on its western end. It forms
the low area of elevation within the site. The stream
Spring Valley originates immediately upstream of a sma
south-central portion of the site and flows generally i
which flows in
1 pond in the
orthwesterly.
The remaining drainages are intermittent and show no i�ldication of
recent erosion signifying that they
during periods of heavy local rain.
building area to the west of Spring Valley is of gentl
sloping (2`6 to 11%) ground falling toward the drainage
portion of the site to the east and southeast of Sprin
upward from the valley at gentle (5%) to very steep (3
slope in all directions but which generally drain towa
carry very little surface water only
The relatively small proposed
to moderately
The much larger
Valley slopes
%) slopes which
d Spring Valley.
At the time of our geologic survey and latest sullsoil investigation,
the ground surface was covered with 1 to 2 feet of snow. The vegetation
which could be observed was scrub oak and sagebrush.
GEOLOGICAL CONDITIONS
Spring Valley is an upland plateau valley that has been incised
w
Into Pleistocene age basalt lava flows which cover a 1
rge upland area
in this region. The site of the proposed Lake Sprin-j!; Ranch Subdivision
extends from Spring Valley on its western end into the hilly terrain to
the east of the valley.
Bedrock Conditions: The only bedrock exposed on the site consists of
scattered outcrops of the Pleistocene age basalt flows. These outcrops
are confined to relatively small areas near the tops of the scattered
knob features and along one ridge and one road cut which is immediately
outside of the subdivision boundary. The Pennsylvanialn to Permian age
Maroon formation directly underlies the basalt flows a
the Quaternary soils at the site.
nd a portion of
The basalt at the site generally consists of highly fractured
blocks of extremely hard, competent rock. The joints are filled with
clay. Occasionally large amounts of volcanic ash which is composed of
silt are present within the bedrock.
Soil Conditions: The Quaternary soils present at the site consist
fro generally of residual and colluvial (slope wash) clay
•
with cobbles and boulders on the upper hilly terrain a
gentler slopes along Spring Valley.
pnd
silty gravel
d clay on the
Some alluvial soil deposits may be
associated with the lower ground elevations along Spri
g Valley No
subsoil investigation was performed along the Spring Vlley flood plain,
and the composition of soils in that area are not know rA by us. Fig. 1
presents a surficial geologic map for the proposed Lak Springs Ranch
Subdivision.
Structural Geology: Since no outcrops of the Maroon formation were
observed at the site, the bedding attitude is not known. However, about
2 miles west of the site, the Maroon formation is dipping generally to
the northeast This dip probably continues in a northeast direction at
the site but may be gentler than that to the west. A Pleistocene fault
is present in the basalt flow west of Spring Valley. This fault should
not have any affect on the proposed development.
SUBSOIL CONDITIONS
From the exploratory holes drilled for the subscil investigation
of Lots 1 and 2 and the test pits excavated over the remainder of the
site, it was found that the subsoil conditions range from fairly uniform
to erratic across the site. Generally, the soils consist of medium
stiff to very stiff, sandy clay with some scattered lenses of clayey
gravel at the lower elevations of the site and silty gravel, clay,
gravelly clay and some silt in the upper elevations ofthe site generally
northeast
test pits are shown on Fig. 2.
The
of County Road 119 and east of County Road 1114. The logs of
clay and sandy clay range from 1 to more than 20 feet in depth
0,11
beneath the surface. Sone clay also exists below the silty gravel
strata. As stated in our original report and as shown 'by the results of
swell -consolidation tests presented on Figs. 3 through 6, the clay is
very erratic, some which possess a moderate swell potential and some
porous zones which will consolidate moderately when wetted and loaded.
The silty gravel is present at about 1 to 5 feet deep and varies
from on the order of 4 to 8 feet thick. The gravel soils contain
cobbles and boulders which are generally angular to subangular; volcanic
•
ash which is
gravel soils
general will
6
predominantly a silt r aerial; and some clay. Some of the
will consolidate moderately when wetted and loaded but in
not consolidate as much as the
more porous
Bedrock was encountered in Pits' 2 and 3 at 2 to
consisted of very fractured basalt.
No percolation tests were performed as a part o
clay.
5 feet deep and
this preliminary
investigation on the remainder of the site exclusive f Blocks 1 and 2.
The clay soils over the remainder of the site will hae fairly similar
percolation properties as those In Blocks 1 and 2 whit
gravels will possess faster percolation rates.
No free water was encountered in the test holes
drilling nor in the backhoe pits at the time of excava
Samples of the soils were analyzed for water sol
The soils have negligible (less than 0.1,;) sulfate con
cement types should generally not be required in the c
deterioration.
e the lower silty
at the time of
tion.
ubie sulfates.
tent. Special
ncrete to resist
GEOLOGIC HAZARDS
No conditions were observed at the site which w7ld constitute a
geologic hazard. We understand that the common area along the Spring
Valley stream and the pond at the. upper end of the stream are not designated
for construction sites. These areas will probably be he only areas
that will require construction restraints. No other p oblems associated
with the site geology are anticipated provided that th recommendations
for foundations and site grading discussed in this rep rt are followed.
o
MINERAL RESOURCES
It is our opinion
there are no commercial mineral deposits as
defined In the Colorado Open Mining Land Reclamation Act at the site
which would be of significant economic or strategic value.
FOUNDATION TYPES
The foundation types for residences constructed
in Blocks 1 and 2
are covered under the Foundation Recommendations section of our original
report (Job No. 14,285 dated April 6, 1977) and consist generally of pad
and grade beam foundations for Block 1 and spread foot
types in Block 2. In general, the foundation types In.
should consist of moderately loaded spread footings.
soil pressures for the upper
1,000 to 3,000
ings for foundation
Blocks 3, 4 and 5
laximun aliowable
sandy clay soils will be on the order of
psf while maximum soil pressures for the silty gravel
will range from 2,000 to 4,000 psf. Sone foundations
stiffer clays may require mintm40 dead load pressures
n the denser,
iso. Spread
for higher
footing foundations on the bedrock generally may be designed
bearing pressures.
Because of the very erratic nature of the subsol s with respect to
their occurrence and physical properties, individual building sites
should have specific subsoil investigations or the foundation excavation
IP
should be inspected in order to determine the proper foundation design
requirements for the specific structures.
•
•
•
SITE GRADING
Where roads and building sites are constructed within the site, it
should be feasible to construct permanent cut and fill', Slopes up to
20 feet high at inclinations not exceeding 2:1
These slopes should be stable if vegetated and care is
surface water from penetrating the slope faces and the
horizontal to vertical.
used to prevent
subsoils immediately
above the faces. Cut or fill slopes greater than 20 feet high should
have stability studies performed as a part of the slope design prior to
construction. Temporary excavations in the on-site soils should be
stable at an inclination of no steeper than 1:1 if well drained. These
steeper temporary slopes will slough If exposed to the atmospheric
elements for several days.
The majority of the on-site soils are suitable for use in compacted
fill with the exception of cobbles larger than 8 inches. Roadway fill
should be compacted to at- least 95% standard Proctor density at optimum
moisture content and should be placed in lifts to achi'
compaction. Fills should not block drainages.
Excavation in the clays and the majority of the
be done with conventional excavating equipment. Some
gravels and the majority of the bedrock will probably
eve uniform
silty gravels can
of the denser
require light to
moderate blasting to excavate, especially in utility trenches and other
.r
0 confined excavations.
•
•
ADDITIONAL INVESTIGATION
This report is preliminary and suitable for general design and
planning. Based on our present knowledge of the site
geology, we do not
anticipate any unusual problems from a geotechnical viewpoint. Because
of the erratic characteristics of the upper soils with respect to their
occurrence, swell potential and compression characteristics, we recommend
that a more in-depth investigation for Blocks 3, 4 and',5 or excavation
inspections be performed in order to determine specific design criteria
for individual building foundations. Individual sewag disposal systems
should include percolation test data as a part of their design.
r
MJP/bn
•
CHEN AND ASSOCIATES,IINC.
By
Reviewed By
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Natural Moisture Content - 11.9 porcent
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Swell -Consolidation Test Results
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Natural Dry Unit Weight - 90.6 pcf
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Natural Dry Unit Weight o 106.6 pct
Natural Moisture Content 11.9 percent
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APPLIED PRESSURE — k•f
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APPLIED PRESSURE - kef
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Natural Dry Unit Weight .. pcf
Natural Moisture Content - 11.e percent
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7
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CHEN AND ASSOCIATES
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PREPARED BY
WRIGHT WATER ENGINEERS
SPRING VALLEY
WATER RESOURCES
AND
WATER RIGHTS
MAY, 1977
GLENWOOD SPRINGS
•
•
TABLE OF CONTENTS
COVER LETTER
TABLE OF CONTENTS
SECTION TITLE PAGE
INTRODUCTION I- 1
II WATER RESOURCES II- 1
Surface Hydrology II- 1
Groundwater Hydrology II- 4
III WATER RIGHTS III- 1
IV OPPORTUNITIES FOR COOPERATIVE USE OF
WATER RESOURCES IV- 1
Reasons for Cooperative Use IV- 1
Water Management Districts IV- 2
V
CONCLUSIONS V- 1
BIBLIOGRAPHY
FIGURES (In back of report)
Figure 1 Spring Valley Basin, Surface Water Resources Map
Figure 2 Spring Valley Basin, Grpundwater Resources Map
LIST OF TABLES
Table 111-1 Decreed Water Rights in Spring Valley
Table 111-2 Undecreed Registered Wells
III -2
III - 5
•
•
SPRING VALLEY
WATER RESOURCES
AND
WATER RIGHTS
SECTION 1
INTRODUCTION
This report is an evaluation of the water resources and water
rights in the Spring Valley basin, located about three miles south-
east of Glenwood Springs, in Garfield County, Colorado. The report
identifies opportunities for development of the water resources in the
basin, as well as discussing some potential problems if the water re-
sources arenotdeveloped and used in a cooperative and orderly way.
The report defines and maps the groundwater (wells) potential in
Spring Valley based on existing geologic mapping, well logs, interviews
with drillers, field inspection, and review of the State Engineer's
Records. The report also estimates the amount of both surface and
groundwater in Spring Valley available for use by various types of land
use.
The report lists the decreed water rights in the Spring Valley
area and comments on the historic use of these rights.
The material presented in this report is not sufficient "proof"
by itself to transfer water rights from irrigation use to domestic
and municipal uses. We have, however, made general comments on the
overall water resource situation in Spring Valley, including some
discussion of management plans for the main aquifer.
•
1-2
The Spring Valley basin has a topographic tributary area at the
top of Red Canyon of about 11 square miles. From the low valley bottom
elevation of 6,600 feet the basin rises to an elevation of 9,400 feet
at the northern boundary. Vegetation ranges from hay fields in the
valley floor, to scrub oak and sagebrush over most of the basin. A
few areas of pinion -juniper are found in the basin, mostly at elevations
below 7,000 feet. Some conifer and aspen growth occurs at the higher
elevations in the valley.
When the first settlers arrived in the early 1880's Spring Valley
contained a large natural lake. One of the pioneers, Mr. Forker, drained
the lake by cutting a drainage channel through to Red Canyon. Once
the lake was drained he began to farm the land. Between 1882 and 1885
• eight ditches were constructed in the Spring Valley area. Most of them
•
diverted water from Landis Creek, the only major water course in the
basin. Around 1909, the only major man-made reservoir was constructed at
the headwaters of Landis Creek.
Since the early settlement of the basin, springs have been used
for domestic and stock water needs. A few of the larger springs have
been used to irrigate crops.
Less than ten percent of the 11 square mile basin is made up of
publicly owned land.
Below is an approximate breakdown of the relative
ownership in the Spring Valley basin.`
-• It should be noted that the water resources in Spring Valley could, and
probably would, serve land outside of the topographic basin, e.g. C.M.C.
land outside of the basin is now served by wells drilled into the Spring
Valley alluvium.
•
•
•
1-3
PERCENT OF
OWNER BASIN LAND OWNED
Beattie Enterprises 53
Lookout Mountain Ranch 8
Ould 7
Foster Petroleum 6
Cox 4
Nieslanik 3
Colorado Mountain College 3
Powers 2
Kindall 1
Gould 1
Carlson 1
Cabrinha 1
Sunlight Partnership 1
Bureau of Land Management 8
White River Nation Forest 1
According to the present Garfield County Master Plan, Spring valley
is presently zoned A/R/RD (Agricultural/Residential/ Rural Density).
This designation allows a minimum lot size of 2 acres.
According to Bob Witkowski, Garfield County Planner, the maximum
density which would be allowed under the Planned Unit Development
Ordinance would be 4 units per acre. Allowing for undevelopable areas
(such as steep slopes and flood plains) included in gross acreages, this
might allow up to 10 units per acre in clustered developments. Zoning
changes in Spring Valley will probably occur in response to action by
the land owners.
•
SECTION 11
WATER RESOURCES
SURFACE WATER HYDROLOGY
The Spring Valley Basin is located about three miles southeast of
Glenwood Springs at elevations ranging from 6,600 to 9,400 feet above
sea level. Total area of the topographic basin is about 11 square miles.
The only major drainage course in Spring Valley is Landis Creek,
which drains less than half of the area. The headwaters of Landis Creek are
in the northeast of the basin, and begin south of Glenwood Canyon at
elevations above 9,000 feet. The Landis Creek drainage then opens to
the southwest for about 3 miles, where it enters the low area of Spring
SValley. Waters in the low area of Spring Valley flow north and then down
Red Canyon for two miles to the confluence with the Roaring Fork River.
Little, if any, Landis Creek flow ever reaches Red Canyon.
Landis Creek has a total tributary drainage area of 4 square miles.
Of this, 0.9 square mile is tributary to Hopkins Reservoir? and 3.8 square
miles is tributary to the point where Landis Creek crosses the county
road.
In Section 15 Landis Creek has a continuous year round base flow
fed by springs located above 8,000 feet. This base flow infiltrates
the ground before it reaches Spring Valley. Only during the height of
spring snowmelt runoff or after heavy rain storms does Landis Creek flow
enough to yield surface water to Spring Valley.
The amount of precipitation in the Spring Valley area varies with
elevation. Higher portions of the basin receive an average of 25-30 inches
of precipitation per year, while the lower valley bottom receives 15-20
•
•
II -2
inches in an average year. More than half of the precipitation falls in
the form of snow. Drought years (such as the 1976-77 winter) precipita-
tion can be expected to be 30% or less than the normal year's precipitation.
Several residents of Spring Valley believe that the area receives
considerably less precipitation than the Roaring Fork and Colorado River
valleys just a few miles away.
Average annual gross open water surface evaporation is estimated
to be 32 inches per year. Net lake evaporation would range from 12 to
17 inches in the valley bottom.
Total annual precipitation over the 11 square mile basin equals
about 16,000 acre feet of water. Most of this is evapotranspired to the
atmosphere by vegetation, open water surfaces, and snow sublimation.
A small, undetermined portion of the water, perhaps 1% or 2%, percolates
deep into the bedrock and eventually reaches streams outside the basin
via springs.
Stream flowsthat reaches the lower areas of Spring Valley occur only
after heavy rainstorms or during the peak of spring snow melt runoff. This
flow, along with the flow from various springs in the area, recharge the
Spring Valley aquifer (see groundwater section). If the aquifer is "full",
the excess will flow down Red Canyon.
Calvin Cox, who has lived in Spring Valley since the 1930's, told
Wright Water Engineers that water from Spring Valley flows down Red
Canyon every spring. The rate of flow is controlled by a ten foot high
dam which was reportedly constructed by Garfield County to protect the
• county road from high spring flows.
•
•
•
11-3
Using information from Mr. Cox, we have estimated that the average
annual flow leaving Spring Valley down Red Canyon is about 400 to 600
acre feet. This spring's spillage down Red Canyon was estimated to be
15 acre feet.
When the dam's 36 inch CMP outlet is closed, water can be backed
up to a depth of about 7 feet. When the water is 4 feet above the outlet
invert, the water will back up about 3,000 feet. At a depth of 7 feet
the water is estimated to back up about 5,000 feet.
Extreme precipitation for the Spring Valley area has been defined
by Federal Weather Agencies (See Bibliography) as follows:
FREQUENCY
2 Yr.
5 Yr.
10 Yr.
25 Yr.
50 Yr.
100 Yr.
2 Yr.
5 Yr.
10 Yr.
25 Yr.
50 Yr.
100 Yr.
DURATION DEPTH IN INCHES
6 hr. .9
6 hr. 1.2
6 hr. 1.4
6 hr. 1.6
6 hr. 1.8
6 hr. 2.0
24 hr. 1.2
24 hr. 1.6
24 hr. 1.8
24 hr. 2.2
24 hr. 2.4
24 hr. 2.6
•
•
II -4
GROUNDWATER HYDROLOGY
Stratigraphy
Five major geologic formations outcrop in the Spring Valley area.
The oldest formation is the Eagle Valley Evaporite. This formation
consists predominantly of interbedded gypsum and dark gray shale. The
quantity of groundwater which can be pumped from the Eagle Valley
Evaporite varies greatly with location; however, water pumped from this
formation is usually high in total dissolved solids and sulfates and is
gnerally unfit for human consumption. In some cases the water from this
formation is not fit even for irrigation use.
Lying immediately above the Eagle Valley Evaporite is the Maroon
Formation. This formation consists of red shales, siltstones, sandstones
and conglomerates. Near its contact with the Eagle Valley Evaporates,
the Maroon Formation contains numerous lenses of salt and gypsum beds.
Groundwater availability from the Maroon Formation is site specific. Near
recharge sources the water quality is generally good. In areas where
gypsum and salt beds are present, groundwater is generally high in total
dissolved solids and sulfates. Total thickness of this formation in the
study area is unknown. Near Glenwood Springs the measured thickness of
the Maroon Formation exceeds 3,000 feet. Red Mountain and Red Canyon are
examples of the Maroon Formation.
Next in the series of geological formations in the area are the
Basalt Lava Flows. These flows form a large percentage of the surface
geology in the Spring Valley area. The flows consist of a dark gray
• basalt, and vary considerably in thickness over the study area.
•
1 1 -5
•
Jointing and fracturing are characteristic of this material. Primary
porosity in the basalt is very low; however, due to the jointing and
fracturing, secondary porosity may yield water in areas near recharge
sources.
The fourth type of material found in the area is colluvium, which
consists of landslide material, mud flows and weathered bedrock. The
colluvium is generally very thin and lies above the water table. This area
should not be considered as a source of water.
The youngest geologic material in the area is the alluvium.
Alluvium is found at the lower elevations in Spring Valley. This material
has been deposited primarily by streams, but may also contain older lake
deposits. It consists of sands and gravels intermixed with clays and
silts. The thickness in the lower part of Spring Valley varies from less
than 1 foot near the edges of the valley to probably over 200 feet near
the center of the valley. The Colorado Mountain College wells are
drilled into this alluvium. Review of the data suggests that in some
localities the valley alluvium may produce moderate to moderately high
volumes of water.
Geologic Structure
The entire area of investigation is located on a northwest trending
synclinal feature as defined by the base of the Leadville formation which
exists several thousand feet below the valley. The study area lies on the
northeast flank of this structure. The overall dip of the major formations,
such as the Maroon, is generally to the southeast. In some localities,
minor folding is present, and therefore structural trends change somewhat.
•
11-6
Spring Valley lies on what is termed a graben, a down dropped
block between two fault zones which trend northwest -southeast. The
eastern fault zone passes through the old Hopkins homestead. The
surface expression of this fault can be seen in a sharp change in slope
near this point.
Additional evidences of faulting are the springs which flow out
of the soil along this fault. The western fault zone can be seen just
west of the flat area in the low lands of Spring Valley. In both instances
the faults cut through the basalt flows; however, these faults are
evidently much deeper seated, and also fracture the underlying bedrock
such as the Maroon formation. The faulting to the west of Spring Valley
is seen in two faults which have a generally east - west trend. These
• faults, indicated as terminating at the edge of the alluvial fill in
•
Spring Valley, may actually extend under this material.
GENERALIZED GROUNDWATER POTENTIAL
Figure 2, at the back of the report, defines seven areas of
varying groundwater potential. Each area is discussed inchtail below.
Area Al. This area consists of deep alluvial material in the lowest area
of Spring Valley. Wells drilled into this material can be expected to
produce moderate to moderately high yields. Water quality should be
adequate for domestic supply. Exact thickness of the alluvium is not
known at this time; however, at the southeast end of the valley, four
wells have been drilled into this material. These wells are owned by
the Colorado Mountain College and are constructed to depths varying from
220 to 300 feet. . Production of these wells ranges from approximately
•
•
•
11-7
50 gallons per minute to 200 gallons per minute. No deep wells have
been drilled in the northern part of the alluvium, but properly located and
designed wells in this part of the valley can be expected to produce
similar amounts of water. Water levels in the southern part of the valley
are reported to be in the neighborhood of 74 to 80 feet; however, in the
northern parts of the valley water levels are expected to be shallower.
Area A2. This alluvial area is located adjacent to the deep alluvial
deposits in the center of the valley. Geologic materials found in Area
A2 consist of alluvial material, sediments of the Maroon Formation, and
some basalt flows. Yields from wells drilled into this zone would be
site specific depending upon thegeologic formation encountered. Water
quality would be expected to be similar to that encountered in the Spring
Valley alluvium. Water levels in wells in this zone should also be
approximately the same as those drilled into the alluvial material.
Area B. This area, located east of Spring Valley, forms the high terraces
east of the Spring Valley Road. A shallow mantle of alluvial boulders
and gravel lies on top of basalt lava flows in this area. One of the
previously described northwest -southeast trending faults occurs in this
area and gives rise to numerous springs. The exact thickness of the
basalt in this area is not known; however, wells drilled to the east of the
area of investigation have encountered basalt at depths ranging from
40 feet to over 110 feet below the surface. The depth and nature of
faulting in this material is extremely important to well production.
Therefore the area has been divided into subareas 61, 62, and 63. Area
•
•
•
11-8
B1 has potential for individual small capacity domestic wells penetrating
the basalt, which would obtain most of their water from fractures in the
basalt and from gravels which may exist at the base of the basalt.
Area B1 appears to have potential for small individual home wells
due to the proximity of a recharge zone. It is also anticipated that the
fault system which produces springs to the east may also give rise to
subsurface springs which flow down -gradient into the B1 area.
Area B2 lies at intermediate elevations between the valley floor
and Area 61. This area is also underlain by volcanic basalt flows. Due
to the distance from recharge sources, the lack of phreatophyte growth
and the distance from the previously mentioned fault, a large subsurface
water yield is not likely. This area does warrant additional study;
however, the alignment of the fracture systems in the basalt could allow
recharge to reach the area from higher elevations and from the alluvial
materials in Spring Valley. Diversions from Landis Creek could also be
a source of recharge.
Area 63 is also covered by basaltic flows. It is located north
and east of the Hopkins homestead fault zone and south of Landis Creek.
The total depth of the basalt appears to be a critical factor in the water
production potential of this area. The exact depth of the basalt is
not known at this time, but preliminary investigations suggest that the
total depth in this area is not great. Thus the Maroon Formation is
probably present at shallow depths. Groundwater potential in this area
is estimated to be poor.
Area C. This area, as indicated on the amp, includes lands which are
underlain primarily by the Maroon Formation. Because of its age and mode
•
•
•
11-9
of deposition this formation, even where composed of sands and gravels,
is very tightly cemented. The type of cement is not known; however, the
formation does contain some porosity but characteristically does not
transmit water easily. Water contained in the Maroon Formation will
probably have high concentrations of iron and may be hard. Quantitatively,
this area appears to be able to support small domestic wells. A number of
wells drilled to the east of the study site have encountered yields ranging
from 8 to 15 gallons per minute. These wells vary in depth, averaging
about 300 feet below the surface.
It should be noted that recharge to the Maroon Formation is by
precipitation falling from directly above. Therefore, it is conceivable
that a large number of individual wells could deplete the upper part
of this formation. If future wells are to be drilled in this area, a
significant thickness of saturated material should be penetrated. Care
should also be taken as to quality of the water encountered. It is
anticipated that some treatment, either for hardness or iron, or perhaps
other constituents would be needed prior to use for domestic purposes.
Area D. This area is located on the northern edge of the area of investiga-
tion. It is underlain primarily by the Maroon Formation; however, just
to the north of the study area, a large outcrop of the Eagle Valley
Evaporite occurs. Characteristically the Maroon Formation yields very
poor quality water near the contact with the Eagle Valley Evaporite.
Groundwater potential in this area is therefore poor.
•
SECTION II
WATER RIGHTS
Table I presents a list of the decr ed water rights in Spring
Valley. For purposes of this report the
catagories as follows:
have been divided into four
Landis Creek Rights
The Kendall-Stricklett, Landis 1, Lndis 2, O.K., Forker Gibson,
Frank Chapman and Hopkins Reservoir rightks were developed almost 100 years
ago to serve several separate tracts of land. Some of the original
ditches no longer exist. All of the above mentioned rights and all of
• the decreed water rights on Landis Creek
•
Hopkins Ranch. Over the years, the Hopk
have been acquired by the
ns Ranch consolidated all of
the Landis Creek diversions to one headg3te now known as the Hopkins
Ditch. This practice, though not decre d by the court, was not
objected to by any other water user, sinc their practice did not injure
any other vested water rights.
Van Cleve and Cox Water Rights
The three Van Cleve water rights, n
diverted their water from year -around
reservoir. The full flow of these sprin
w owned by Foster Petroleum,
prings located above the Quigley
s has been used to irrigate
crops during the irrigation season in most years. In the winter the flow
from these springs contributes to the "S
knowledge these spring rights have never
have the potential for harming any other
pring Valley Lake". To our
been called out. They do not
Spring Valley water right, even
•
•
•
Lc)
J
m
DECREED WATER RIGHTS
•
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• if they are used to their full decreed capacity.
•
The Cox Spring has been used for many years
the north end of the valley. Like the Vain Cleve
III -3
to irrigate lands in
springs, no one else
has relied on this water in the past except for Mr. Cox.
C.M.C. Wells
These relatively junior water rights
derive their water from the
Spring Valley aquifer. They do not appear to be depleting or
the aquifer. Presently, they are not affecting other vested
except for the depletion to the "spill down Red Canyon".
Wells and Springs
The fourth catagory of water rights
plus small springs and wells that have b -
purposes. Most of these are decreed (Ta.
We know of no interference between these
when more wells are developed, we believe
to many of these rights due to the indivi
increased withdrawals and depletions.
By law, the water rights of Spring
State Engineer's Office. In recent years
been called upon to administer the. waters
one has claimed injury caused by another
Historically, each Spring Valley Ranch h
it and has not interferred with other ra
reason, the Water Commissioner has not k
"mining"
rights
in Spring Valley are the dozen
en used for domestic and stock
le 1) but some are not (Table 2).
rights. However, in the future
there could be serious injury
dual and cumulative effects of
alley are administered by the
the Water Commissioner has not
of Spring Valley because no
person's water diversions.
s used the water available to
ches'water rights. For this
pt a good record of the water
diversions in Spring Valley. A review ofj the Water Commissioner's field
•
books reveals very little accurate informa
Valley water rights.
There has been discussion among
III -4
ion about any of the Spring
residents that
has affected the flow in some springs,but
action against another on this issue. Th
some springs because of well pumping, but
recent well pumping
no party has taken serious
re may be some depletion to
we believe the effect has been
minimal. However, the effect of many wells is cumulative and could
cause measurable depletion to springs and
groundwater tables.
The water that has historically "spiled" out of Spring Valley
down Red Canyon and reached the Roaring Fork River is considered
"tributary waters". This water may have been relied upon by absolute and
conditional water rights on the Colorado
• or eliminated by new Spring Valley divers
Colorado River could be injured. This in
junior Spring
appropriation
If these junior
Iver. If this spill is reduced
ons, a senior water right on the
ury could cause a call on the
Valley rights, and could stop their diversions if the
doctrine were strictly enfo-ced.
should be called out in the future (because
rights
of oil shale development or the like) the
keeping the junior Spring Valley rights d
the purchase of exchange water out of Reu
Table 2 presents a list of registere
e would be several methods of
verting. One method would be
i Reservoir.
but undecreed wells in the
Spring Valley area. There are probably other wells in the basin that are
not listed in this report and are unregis
Ould windmillat the head of Red Canyon.
ered and undecreed - such as the
•
•
PERMIT NO.
1809
16994
18148
23991
26305
3o83oF
30831F
31599
32895
TABLE 1
UNDECREED REGISTE
OWNER
0. V. Robertson
Robert Hall
Los Amigos
Loren Kirkham
Sam Campbell
1
Colo. Mtn. Coll. ? 190 gpm
Colo. Mtn. Coll. ? 400 gpm
William Schmid 20 gpm
Paul Romisch 10 gpm
111-5
1-2
ED WELLS
AMOUNT LOCATION
5 gpm SW SW 36 -6s -89W
5 gpm sw sw 6 -7s. -88w
0 gpm SE SW 4 -7S -88W
8 gpm SW SW 36 -6S -89W
0 gpm SW SW 36 -6S -88W
NW sw 4 -7s -88w
NW SW 4 -7s -88w
NE SW 28 -6S -88W
Ne SW 6 -7S -88W
•
•
SECTION IV
OPPORTUNITIES FOR COOPERATIVE USE
OF THE WATER RESOURCES
REASONS FOR COOPERATIVE USE
Historically, no water user in Spring Valley has interferred with
another user's water supply. Recently, an increased demand has been made
on the water resources of Spring Valley for use within the valley and
for diversion of water to users outside of the basin. This demand began
with the drilling of the C.M.C. wells. Prior to that time (1967) only
ten water rights were decreed for use of Spring Valley waters. Since
then, over 20 water rights have been adjudicated by the water court for
use of Spring Valley waters.
When water rights for development purposes in Spring Valley are
considered, there are some "haves" and some "have nots". For example,
since the Hopkins Ranch (Beattie Enterprises) has controlled the entire
flow of Landis Creek for irrigation purposes for several decades, we
believe they could convert most, if not all, of the Landis Creek waters
to domestic and municipal type uses. The Ranch could also "export" or
sell any excess water it might have. In contrast, there are several
tracts of land that are "have nots" and must develop a physical and legal
water supply to develop their land.
The purpose of future management of the water resources would be to
equitably provide an adequate amount of high quality water to the water
users in the Spring Valley area. Under strict administration of the
doctrine of prior appropriation of water rights, development of
Spring
•
•
•
IV -2
•
Valley water resources could be restricted. For example, if the
development of several large wells reduced flow in a spring, the spring
"right" could shut -down the wells.
With cooperation, a plan could be developed where well users
could compensate for the loss of flow in a spring. Cooperation would
create greater opportunities for fuller development of the water
resources of the basin.
Based upon chemical analysis of the C.M.C. wells, the main Spring
Valley aquifer now has good quality water. As development and water
uses increase in the area, the potential for pollution of the aquifer
will increase. The greatest threat to the quality of the aquifer is the
improper disposal of sanitary waste water, i.e. septic tank leach
fields.
Some of the groundwater resources in the Spring Valley area (in
areas B and C as shown on Figure 2) are being recharged slowly and
could be destroyed if heavy withdrawal ofgroundwaterwere made by wells.
Management (planning ahead) could limit the number of wells and the amount
of water pumped from those aquifers, thus preventing destruction of a
non-renewable water resource. If excessive withdrawal is not prevented,
wells could go dry, creating new water resource problems. One domestic well—
per 40 acres would not cause excessive withdrawal in the B or C zones.
WATER MANAGEMENT DISTRICTS
Water diversions in the State of Colorado are administered under the
prior appropriation doctrine by the State Engineer's Office; however, the
appropriation doctrine can be circumvented by forming special Water Basin
authorities.
•
IV -3
The development of domestic and municipal water supplies can be
controlled by the formation of special quasi- governmental districts
such as a Metropolitan District, a Sanitation District, a Water District
or a combination of the above functions into one unit. These districts
can develop standards for the amount and location of water use and for
waste water treatment; they can impose these standards on water users
within their jurisdiction.
The first step in forming a Water and Sanitation District is the
preparation of a service plan to guide the development of the water
supply and waste water treatment facilities within the district's
boundaries. Such a district is not obliged to construct any facilities
when it is formed. Separate facilities within the district need not be
ainterconnected. A district authority could provide management service
for many independent areas: for example, coordination of well spacing,
enforcement of adequate waste water treatment, billing for services
rendered, provision of a better tax base for financing, promotion of
joint facilities to reduce unnecessary capitol expenditures, etc.
Possible diversion of water by users outside the basin and potential
water rights problems caused by the reduction of "spills" down Red
Canyon indicate it would be advantageous for the landowners in the Spring
Valley basin to cooperate in developing a unified water policy.
•
•
•
SECTION V
CONCLUSIONS AND RECOMMENDATIONS
CONCLUSIONS
The water resources available in Spring Valley greatly enhance the
value of the land in this area. The major sources of water within the
basin are the small springs scattered throughout the area, the upper
portion of Landis Creek, and the Spring Valley aquifer which contains
about 16,000 acre feet of water. (This 16,000 acre feet is approximately
the total annual precipitation falling on the basin.) Much of the area
has good potential for individual domestic wells (see Figure 2). The
main aquifer is expected to support moderate to high yield wells.
Each year the Spring Valley basin produces excess water which spills
down Red Canyon. We believe it is possible to develop a basin -wide
agement plan which would control the water level in the aquifer by
pumping. Spills would then be contained to balance new consumptive use.
The topographic area tributary to Spring Valley is approximately 11
square miles; however, the hydrologic tributary area is somewhat larger.
Evidence of this can be seen in the Colorado Mountain College wells,
which lie outside of the topographic boundary of the basin but draw
their water from the Spring Valley aquifer. The areas of land which are
topographically outside of Spring Valley,but which contribute hydrologically
to the aquifer, are those lying northeast, east, and south of the basin.
There are more than 2 dozen decreed water rights in the Spring
Valley area. The senior rights (decreed prior to 1950) are all owned by
Beattie Enterprises or Foster Petroleum. The remaining junior water
rights are owned by many small water users and are generally for small
amounts of water.
man-
•
•
•
V-2
Some land owners are "haves" and others"have nots" when it comes to
physical water supply and to water rights.
The Spring Valley aquifer, Area A, is potentially the most valuable
water resource in the basin. The saturated thickness of the aquifer is
estimated to be 150 feet, based on available well logs. From pumping
tests conducted at Colorado Mountain College wells, Wright Water
Engineers has computed that water in storage is about 20 percent.
Therefore, it appears that from 18,000 to 27,000 acre feet of water is
stored in the main aquifer, depending upon the thickness of saturated
alluvium in the northern part of the valley. Only a portion (5% - 20%) of
thisgroundwater is available for economic withdrawal.
We believe that there are sufficient renewable water resources in the
Spring Valley area to safely support development that would consumptively
use up to 1,500 acre feet of water annually. This water could be used to
irrigate 1,000 acres of land or support up to 20,000 people if irrigation
were severely restricted. It is more probable that the ultimate development
of water resources of the valley will be used to support fewer than 10,000
people, some irrigation, and some export of water to users outside of the
topographic basin.
Recharge rates to the alluvium cannot be accurately estimated because
of the wide range of recharge sources. These sources include surface
infiltration, seepage from the "Spring Valley Lake", and subsurface recharge
to the alluvium from bedrock sources plus surface water recharge. It is
even possible that lowering of the water level in the aquifer could increase
recharge from the sides and from below. This cannot be evaluated with
present data. Conservative estimates of potential recharge to the alluvial
material would be in the magnitude of 500 - 1500 acre feet per year.
•
•
•
V-3
Spring Valley receives water from the Basalt Formation (Area B on
Figure 2), which lies outside of the topographic boundaries of the
Spring Valley Basin. For example, surface water near the old Hopkins
Homestead drains into Mesa Creek, but the water that infiltrates the
ground near the Homestead eventually drains into Spring Valley.
Published data (see bibliography) indicates that primary porosity
in similar basalts is almost nonexistent: However, secondary porosity
(fractures) is estimated to average about one percent. Because of the
nature of the fractures, well yields can vary greatly from one locality
to another. In areas where the fracture system is relatively extensive,
it may be difficult to develop dependable groundwater supplies because
water in the fractures drains rapidly to springs lower in the valley.
Groundwater levels may show considerable fluctuation depending upon the
season.
An important recharge zone to Area B appears to be the area traversed
by the Hopkins homestead fault zone. Numerous springs flowing from this
fault zone supply direct recharge back into the basalt. Another important
recharge zone within Area B is the high ridge above the fault zone. If
septic fields or other sources of contamination are located within this
area, springs could be polluted.
Septic system location is extremely important in Area B. If
sufficient deep soil dcesnot exist over the basalt, the fractures could
serve as direct conduits to the groundwater. Without the filtering
action of such porous media as soil, not only nitrate pollution,but also
fecal contamination of adjacent wells could take place.
•
•
Water levels in
at about the 7,400 f
200 feet of saturate
This assumes that so
reach depths of abou
formation has been e
Wright Water Enginee
in the Spring Valley
per year. Much of t
reaches the lower Spr
ground flow. If thi
would receive propo
The exact relat
springs cannot be ev
be assumed, however,
pumping would affect
Properly constr
Area C should have n
the Maroon Formation
such systems should
V-4
the Maroon Formation (Area C in Figure 2) occur
sot level in existing wells. A well penetrating
thickness probably would be the economic limit.
e of the wells at higher elevations would possibly
700 to 900 feet. The water in storage in this
.timated to be 4 percent of the saturated thickness.
s estimates that the recharge to the Maroon Formation
area is one -inch per year, or about 300 acre feet
is 300 acre feet of annual recharge eventually
ing Valley aquifer (Area A) via springs and under-
water were intercepted by wells, the main aquifer
rtionally less water.
ionship of the water
in the Maroon Formation to area
:luated using presently available data. It should
that large-scale development and subsequent heavy
the flow of some of the springs.
ucted and located septic systems in most parts of
• significant effect on groundwater quality within
In localities where thereisevidence of faulting,
not be permitted,
•
•
•
BIBLIOGRAPHY
U.S. Geological Survey, Geology of Glenwood Springs Quadrangle and
Vicinity, Northwestern Colorado, Bulletin 1142-J, 1963.
Colorado Geological Survey, Roaring Fork and Crystal Valleys: An
Environmental and Engineering Geology Study, Environmental Geology
No. 8, 1974.
State Engineer's Office, List of Registered Wells, 1975.
U.S. Dept. of Health, Education, and Welfare, Manual of Septic Tank
Practice, Publi ication No. 526, 1957.
c Health Service Publ
U.S. Dept. of Agriculture, Soil Conservation Service, Soils and Septic
Tanks, Agriculture Information Bulletin 349, March, 1971.
Wright -McLaughlin Engineers, Roaring Fork River Basin Water Quality
Management Plan, May, 1974
Mallory, William W., The Eagle Valley Evaporite, Northwest Colorado -
A Regional Synthesis, U.S. Geological Survey, Bulletin 1311-E,
1971.
Wymore, Ivan F., Estimated Average Annual Water Balance for Piceance
and Yellow Creek Watersheds, Colorado State University Environmental
Resources Center, Technical Report Series No. 2, August, 1974.
Myers, J. Stuart, Evaporation From The 17 Western State, U.S. Geological
Survey Professi
onal Paper 272-D, 196
2.
Miller, J.F., Frederick, R.H., and Tracey, R.J., Precipitation -
Frequency Atlas of the Western United States, Volume III - Colorado,
U.S. Dept. of Commerce, N.O.A.A., 1973.
DEFIN
DEFINITIONS
cfs
gpm
AF
CONVERSIONS
1 cfs
1 cfs
1 cfs =
1 AF =
1 AF =
TIONS AND CONVERSION FACTORS
Cubic foot per second - a rate of flow
Gallons per minute - a rate of flow
Acre foot - a volume of water
equal to 1 acre covered
with 1 foot of water
449 gallons per minute
646,300 gallons per day
1.98 acre feet per day
43,560 cubic feet
325,900 gallons
LAKE SPRINGS RANCH
PLANNED UNIT DEVELOPMENT
PRELIMINARY PLAT
LA<E SPRINGS RANCH
PLANNED UNIT DEVELOPMENT
Garfield County, Colorado
Preliminary Plan Submittal
OWNER:
Foster Petroleum Corporation
[):SIGN TEAM:
Civil Engineers:
Eldorado Engineering Company
Glenwood Springs, Colorado
Planning:
The Land Design Partnership
Glenwood Springs, Col orado
Soils/Geology:
Chen and Associates
Soils Engineers
Glenwood Springs, Colorado
Water Engineering:
Wright Water Engineers
Glenwood Springs, Colorado
Date:
June 22, 1979
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F STI -:R PETROLEUM C adR ATION
242 MAIN STREET
CAR : ONDALE9 COL` $ '' A =0 23
June 22, 1979
Board of County Commissioners
Garfield County
P. 0. Box 640
Glenwood Springs, Colorado
RE: Preliminary Plan Submittal
Lake Springs Ranch Planned
Unit Development
Gentlemen:
Please find enclosed for your approval, the documents and maps
relating to the Preliminary Plan for the Lake Springs Ranch P.U.D.
The property under consideration is under the ownership of Foster
Petroleum Corporation.
The information has been prepared by a design team consisting of
Eldorado Engineer, the Land Design Partnership, Chen and Associates
and Wright Water Engineering. The submittal is in conformance
with the P.U.D. zoning submittal previously approved by the Board.
Should the Board require additional information or documentation
to supplement the materials contained herein, we will be available
to work with your planning staff to provide the same.
DLS:mw
Enc,
Sincerely,
Duncan L. Sinnock
Real Estate Investment Manager
TABLE OF CONTENTS
GENERAL INFORMATION
Fact Sheet
Lake Springs Ranch P.U.D. Zoning Regulations 3
Lake Springs Ranch Subdivision Regulations 6
Covenants 7
Schools/Parks Dedication 7
PHYSICAL INFORMATION
Geology and Soils Summary 8
Vegetation and Wildlife Summary 9
Road Network Summary 11
Drainage Report 12
UTILITY INFORMATION
Domestic c Wa ter System 14
Wastewater System 21
Underground Utilities 24
Appendix A, Engineering Geology and Preliminary Subsoil Investigation
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FACT SHEET
LAKE SPRINGS RANCH P.U.D.
Name of P,U.D.: Lake Springs Ranch Planned Unit Development
Owner of Ranch: Foster Petroleum Corporation
c/o Mr. Duncan Sinnock, Real Estate Development Manager
P.O. Box 698
Carbondale, CO 81623
Telephone: 963-3200
Preliminary Plat Prepared By: Eldorado Engineering Company
823 Blake Avenue, P.O. Box 669
Glenwood Springs, CO 81601
Telephone: 946-8536
Adajacent Landowners: See Preliminary Plat
Acreage and Dwelling Unit Summary:
ACRES UNITS
Residential/Single Family District 243.9 (5:1.2) 00
District density .78 units/acre
Residential/Cluster/Single Family District 11.1 (2.5%) 3
District density .27 units/acre
Agricultural/Open space
Lower area 96.8
Park area 7.9
Upper areas 52.4 157.1 (35.6;)
Proposed Road System 32.7 ( 714%)
TOTAL ACREAGE *444.8 (100.7%)
TOTAL DWELLING UNITS 193
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*Note that the acreage from the legal description is 441.8 acres.
The acreage discrepency will be resolved when lot sizes are calculated
at sinal plat.
Gross project density - 0,44 units/acre,
Zoning: The subdivision is zoned under a Planned Unit Development
as approved by the County Commissioners on May 14, 1979. The pre-
1ihuinary plat is in conformance with the PUD zoning approval. Please
see the next section for the PUD zoning regulations and proposed
covenants.
LAKE SPRINGS RANCH P.U.D. ZONING REGULATIONS
Section I. PURPOSE
A. To carryout the purposes and provisions of
the Garfield County Zoning Resolution, Gar-
field County, Colorado and in particular Section
14.00 of the Garfield County Zoning Resolution,
as amended, the Lake Springs Ranch P.U.D.
Zoning District is further divided into the
following zoning district classifications:
R/S.F. - Residential/Single Family District
R/C.H. - Residential/Cluster Housing District
A/O.S. - Agricultural/Open Space District
Section II. R/S.F. - RESIDENTIAL/SINGLE FAMILY DISTRICT
A. Uses, by right.
.Single -Family dwelling and customary accessory
uses including buildings for shelter or en-
closure of small animals or property accessory
to use of the lot for single family residential
purposes and fences, hedges, gardens, walls and
similar landscape features.
Park and Greenbelt.
B. Uses, conditional.
None
Uses, special.
None
D. Minimum lot area.
1 acre
E. Maximum Lot Coverage.
15 percent
-3-
F. Minimum Setback
Front yard -- 30 feet
Side yard -- 20 feet
Rear yard -- 50 feet
G. Maximum Building Height
25 feet
Off -Street Parking/Residential
Four (4) off-street parking spaces on the same
lot for each dwelling unit or one (1) space
per 600 square feet of floor area whichever
is greater.
Section III. R/C.H. - Residential/Cluster Housing District
A. Uses, by right
Single -Family dwelling, Duplex dwelling, Triplex
dwelling and customary accessory uses including
buildings for shelter or enclosure of small
animals or property accessory to use of the lot
for residential purposes and fences, hedges,
gardens, walls, and similar landscape features.
No more than three dwelling units may exist in
the R/C.H. District.
Park and
Greenbelt.
B. Uses, conditional.
None
C. Uses, special.
None
D. Minimum Cluster Housing lot area.
1. The Cluster Housing Lot shall be as
shown on the P.U.D. Plan.
2. Lots within a Cluster Housing Lot shall
have no minimum lot area.
-4-
E. Maximum Coverage of the Clus eer Housing District
1. 5 percent of the total District area.
2. Lots within the R/C.H. District shall have
no coverage limit except that the combined
coverage of all internal lots shall not
exceed the 5 percent maximum of the total
District area.
F. Minimum Setback from the ClLster Housing District Boundary
1. 50 feet
2. Lots within the R/C.H. District shall have no
setback requirements.
G. Maximum Building Height
25 feet
H. Off -Street Parking
Four (4) off-street parking spaces for each
dwelling unit or one (1) space per 600 square
feet of floor area, whichever is greater.
SECTION IV. A/O.S. - AGRICULTURAL/SPEN SPACE DISTRICT
A. Uses, by right.
Recreational including, stables, riding arena,
kennal, pasture, water impoundments and customary
accessory uses including buildings for shelter or
enclosure of animals or property employed in any
of the above uses.
Recreation Vehicle Storage
Park and Greenbelt
B. Uses, Conditional.
None
C. Uses, Special
None
D. Minimum Lot Area
2 acres
LAKE SPRINGS RANCH SUBDIVISION REG
Except for the following section o
Subdivision Regulations, all provi
County Subdivision Regulations sha
the Lake Springs Ranch P.U.D. The
Subdivision Regulation which shall
is as follows:
Section 5.09
-6-
-LATIONS
the Garfield County
:ions of the Garfield
1 be applicable to
Section of the said
have no applicability
COVENANTS
To further assure the development
Lake Springs Ranch as a high quali
protective covenants will be recor
plattings of the P.U.D. Following
cular importance to be included in
preliminary draft of these covenan
to the County Planning Department.
1. Architectural Committee
--Building siting
--Site and structural design
--Landscaping
--Fencing restrictions
2. Lot Use Restrictions
--Residential structure
--Garage/storage structure
3. Animals
--No horses or livestock on 1
--Dog kenneling requirements
4. Underground Utilities Required
5. Vehicle Control
--Limitations on recreational
6. General Site Maintenance
7. Noxious Activities
8. Easements
9. Signs
10. Temporary Structures
SCHOOLS/PARKS DEDICATION
In accordance with Section 5.11 of
gulations of Garfield County, Colo
the Lake Springs Ranch P.U.D. owne
the Board of County Commissioners
pensate the county for the reasona
facilities (schools/parks) require
of the P.U.D.
-7-
nd continuation of
y residential area,
ed along with the final
are topics of parti-
the covenants. A
s will be provided
ehicle storage
the Subdivision Re -
ado, as amended,
s will cooperate with
o appropriately com-
ly necessary public
by the future residents
GEOLOGY AND SOILS SUMMARY
Appendix A contains the Engineering Geology and Preliminary Sub-
soil investigation conducted on the site by Chen and Associates
dated January 30, 1973. The report was performed for a recent
Preliminary Plat submittal for the same property but with a dif-
ferent development pattern. The report therefore references various
blocks and roads which have now been relocated, as evidenced by
the site map (Figure 1) in the report, but the basic analysis and
conclusions are obviously still valid. Also included at the end of
that report for reference are the previous responses of the Colorado
Geological Survey.
VEGETATION AND WILDLIFE SUMMARY
The sloping terrain that is proposed for development, which for this
discussion will be called the upper slopes, is covered by sage and
discontinuous native pasture grass growth with occasional open stands
of gambels oak. The lower portions of the site consist of intermittent
and permanent ponds and continuous growth of native pasture grasses.
These areas have high groundwater tables and are not suitable for
development. As a result, these areas have been set aside for open
space and common area. The transition zone between the areas,
primarily along The Corduroy and County Road 114 and the Van Cleave
Road area, has vegetative types common to both the upper slopes and
lower areas. This
such that a buffer
area has been selectively chosen for development
zone exists be tviy en the developed areas and
environmentally sensitive lower areas.
he ' Q upper
lower areas and scattered Agricultural/Open Space areas on +
slopes, as well as the restricted lot development, the natural
vegetative conditions and hence the natural appearance of the area
will be retained.
r the
With the retention of
Conversations wi th the Division of Wildlife Officers indicated that
this area is generally considered to be an intermediate fail and
winter range for deer and forms part of the migratory corridor between
seasonal ranges. • In that light it was recommended that fencing be
restricted to buildings and irrigated land, that dogs be required to
be kenneled and not be allowed to roam, both of which have been in-
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clouded in the Zoning Regulations. With these restrictions, the im-
pct on the deer population wi11 be minimized.
Prohibition of horses on individual lots was recommended to avoid
destruction of the natural vegetation necessary for the small mammal
and bird population.
Grouse populations have been ir.dentified near the Lake Springs Ranch
site but not on the site. These birds were identified as being possibly
impacted, if they do exist on the site, by the development.
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ROAD NETWORK SLi,'- I-tARY
The proposed road network is shown on the Pian and Profile Sheets
and the Site Plan . The road system his been designed to conform
both horizontally and vertically to the existing topography to the
greatest extent possible to minimize cut and fill requirements,
minimize roadway scars and still remain within the County design
standards.
Typical cross-sections are also depicted graphically in the Plans.
In addition to the proposed typical sections are two sections taken
at critical cut and fill locations. The section from Quigley Road
indicates the most severe construction situation in the development
in terms of natural ground surface and maximum fill. More typical
is a cut or fill situation of a maximum 2' to 3' or less across the
front of individual dots. Also shown is a cross-section from Valley
View Road showing the situation at a culvert crossing.
It is proposed to retain the horizontal and vertical alignment of
County Road 114. County Road 119 will retain its original align-
ment until it departs from. the northerly boundary of the develop-
ment at which point its present location will be vacated. County
Road 119 will require some selected upgrading in terms of widening
and regraveling to bring it up to the condition of the other proposed
roads.
-11-
DRAINAGE REPORT
The on-site drainage patterns will not be altered by the P.U.D. The
single family lots proposed are one acre or greater and with a total
potential lot development of 1O% to 15% maximum and in the majority
of lots on the order of 5 There is ample land area on each lot to
prevent encroachment on existing drainage ways. The overland drainage
will continue to flow as it presently does, with some minor channeling
due to intersecting roadways. The drainage system will be augmented
by culvert pipes at road crossings.
All culverts were designed to handle a 1 -hour, 25 -year storm occurance
using the Rational Formula. The Drainage Plan indicates the location
and size of proposed culverts as well as the projected maximum flows
at each point. Culverts will all have minimum slopes o 1% and in most
cases will follow the natural slope of the land which is for the most
part 5% or greater- Because of the low density and convenants protecting
natural vegetation, there will be minimal increases in the quantity of
run-off.
The minimum culvert size will be 18". Culverts will be constructed
with end sections or headwalls to maximize carrying capacity. Drainage
basins considered are shown on the Drainage Plan as well as the larger
vicinity map attached hereto.
-1 2-
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DOMESTIC WATER SYSTEM
The proposed domestic water system is shown on the Utility Site
Plan. All construction will be in accordance with, and all Plans and
Specifications will be reviewed by, the State Health Department.
It is the intent of the Developer to construct and finance the construc-
tion of the water system facilities and to transfer ownership to the
Lake Springs Ranch Homeowner's Association, The Association will be
responsible for the operation and maintenance of the system as well as
collection of user charges to finance the same. The Association will
be organized as a Colorado non-profit corporation with an elected Board.
The system has been modified slightly from the sketch plan in terms of the
physical layout on the ground, The design parameters have not changed
in terms of sizing, demands, etc., however, to take advantage of the
topography and to reduce the pumping costs, three (3) pressure zones
were created such that only the water actually used in the zone will
be transferred to that zone, The storage facilities for the upper zone
and lower zones (both lower zones are served by the same storage tank)
are sized in proportion to the number of units in each zone while main-
taining fire protection within each area. The lowest pressure zone is
reached through pressure reducing stations from the intermediate zone.
The zones were established generally to provide a 90 psi to 30 psi static
-14
pressure range within each zone within the topographic limits of each
zone. The alternative to the pressure zone arrangement above is a one
storage facility for the entire system and defining the same zones with
pressure reducing valves. This has the advantage of reducing the number
of pumping facilities and storage tanks but requires more water line
and increases pumping costs. This alternative will be fully evaluated
on a cost/effective basis during preparation.of final construction
documents.
Following is correspondence from Wright Water Engineers concerning the
water rights for the PUD. The December 20, 1978, letter indicates the
three VanCleave rights owned by the Developer. The analysis performed
to determine the consumptive use in this letter is no longer valid since
the septic tank trea tient referred to is no longer being used in lieu
of c ; ntra 1 treatment. The rani sad wastewater trey Cment schema has been
reviewed by Wright Water Engineers in a letter dated April 2, 1979, and
it was found that the water rights available are sufficient.
The Court Case number for the Lake Springs Ranch water system is as
follows:
Augmentation Plan: W 3571
Wells: A 3572, W 3573, W 3575
The original filing was made in December, 1978, and as a result of
the change in wastewater treatment, refiled in February, 1979. The
augmentation plan involves transferring the three VanCleave rights to
-15-
the wells and changing the designated use from irrigation to municipal
and domestic.
-1G-
0 ••" [ tv Of 1 1E(
P ELU), PO;
}PI 'a COLC)HAL, C, P'LI 1
GL LrIry C•O:"• RINGS +ICE
PC' NO,, 12E6
C.LF'IV. C•4C cruiracs COLC+UA:)Ck Pile,
STL
..BOAT OPE ICE
PO BOX EZEO
LFMN.JAE +/ILLAGE. COLORADO EQ.99
S4N1 D GOM.INC.0 OFFICE
HIGHC-./.ENA WATER rNC.INCE HS
ICM LY, A.ITIGUA CARH£TERA 0,IARTE
SANTO D:)M1NCO. DOMINICAN REPUBLIC
WRIGHT WATER ENGINEERS, INC.
Duncan Sinnock
Foster Petroleum
Box 698
Carbondale, CO 81623
Dear Mr. Sinnock:
ENGINEERING CONSULTANTS
2-z0 ALCOTT 4 THPET
DENS,' H. COLORAOO 60211
3031 n66•6201
Glenwood Springs
Tel. 945-7755
December 2.0, 1978
RE: Revised Water Supply Plan for
Lake Springs Ranch
.•11 I,
Ri: RP'!C' t•
;.FIf
1..11•.11 TORrr.
Based upon Mr. Ron Liston's revised land use plan for Lake Springs
Ranch, we have revised our water requirement estimate for the development.
With the aid of Mr. Scott Balcomb, water attorney for the development, we
have developed the following water resources strategy to meet the ultimate
physical and "legal" needs of the project.
WATER NEEDS
The proposed development will have a maximum of 195 single family
units. It has been assumed that each unit will have an average of 3.5
people requiring 100 gallons per day per person for inhouse use. In
addition, the development's water supply system will provide enough water
to irrigate 2,000 square feet for each lot plus 20 acres of additional
open space irrigation. Total irrigated acres will be 29.
Lawn irrigation requirements for the development were calculated
(Jensen-Haise method) to be 1.5 acre feet per acre of consumptive use.
Assuming a 60% irrigation efficiency for the development, the irrigation
requirement will be 2.5 acre feet per acre.
Waste water treatment will be by individual septic tanks. Effluent from
the septic tanks will be received by leach field or ET (evapotranspiration)
disposal systems. The consumptive use of the inhouse water through the
individual waste water treatment systems will range from 10% to 100%. For
this plan we have assumed that the average consumptive use of the waste
water treatment system will be 25%.
Annual water requirements for full development are as follows:
TOTAL REQUIREMENT CONSUMPTIVE USE
Domestic (195 units) 77 acre feet
Irrigation (29 acres) 73 acre feet
-17-
19 acre feet— �l,t
44 acre feet
150 acre feet 63 acre feet
Mr. Duncan Sinnock -2-
December 20, 1978
WATER SUPPLY AND WATER RIGHTS
It is our opinion that the proposed development has access to a
reliable long term water supply. Besides having a continuously flowing
spring of about 0.5 cfs, part of the development is located over a large
ground water reservoir which we believe contains more than 10,000 acre
feet of water that is constantly being recharged.
Lake Springs Ranch owns the following water rights:
NAME OF .DITCH AMOUNT APPROPRIATION DATE ADJUDICATION DATE
Van Cleve No. 1 1.4 cfs 9-05-1882 5-11-1889
Van Cleve No. 2 .9 9-15-1882 5-11-1889
Van Cleve No. 2 2.0 5-15-1884 4-18-1890
These rights have irrigated about 70 acres of land and have had a
historic consumptive use much greater than what is anticipated for the
proposed development.
These rights derive their supply from the Quigley Spring which we
estimate to yield from a low of 300 acre feet per year to more than 1000
acre feet per year.
According to James Quigley, there have been 35 acres irrigated under
the Van Cleve No. 1 and an additional 35 acres under the Van Cleve No. 2.
The State Engineer's office reported a minimum irrigated acreage under both
ditches of 120 acres. Reviewing aerial photography of the area, Wright
Water Engineers concluded a maximum irrigable acreage under both ditches
equals a total of 120 acres. According to Mr. Quigley, all of the water
available from the spring was diverted during the irrigation season to one
or the other of the Van Cleve Ditches. Minimum diversion for a 160 day
irrigation season would be 160 acre feet. Assuming 40% of this diversion
was consumptively used, then the historic consumptive use would be 64 acre
feet.
This minimum of 64 acre feet of historic consumptive use is more than
the proposed consumptive use.
We recommend that Lake Springs Ranch apply for three 200 gpm well
permits and have these wells adjudicated as soon as possible. An augmentation
plan should be submitted to the water court which would transfer the historic
consumptive use from all of the Van Cleve water rights to an alternate point
of diversion at the wells and the spring.
We believe that the available physical and "legal" water supply can
be developed to adequately meet the domestic needs of the proposed Lake
Springs Ranch development, even in the dryest years.
-18-
Mr. Duncan Sinnock
December 20, 1578
-3-
If you have any questions on the above, please don't hesitate to
contact us.
WLL:ep
cc: Scott Balcomb
Dean Gordon
741-22
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
''�By .1.%j'L:-•,r,,,1 IJ1
William L. Lorah
-19-
A.PFN O - CE
P 0. BOX 8028
ASPba, COLORADO 81611
CHEYENNE OFFICE
3228 LOCUST DRIVE
CHEYENNE. WYOMING 82001
GLENWOL,D SPRINGS OFFICE
P.O. PDX 1286
GLENwOOD SPRINGS, COLORADO 81601
STEAMBOAT OFFICE
P.O. BOX 5220
5TEA1+.r.OAT 'VLLLAGE, COLORADO 80449
VVRIGHT WATER ENGINEERS, INC.
ENGINEERING CONSULTANTS
2420 ALCOTT STREET
DENVER, COLORADO 60211
(303) 453-6201
Duncan Sinnock
Foster Petroleum
Box 698
Carbondale, CO 81623
Dear Mr. Sinnock:
Glenwood Springs
Tel. 945-7755
April 2, 1979
KENNETH R WR1GHT
WIll1AM i LORAN
RUSSELL F DAR.
RICHARD D. JOHNSON
J. CRAIG GREEN
H. RAY NtwMYFR
MARILYN M. STOKES
RALPH t TOREN
FRANK 1 TRELEA5E
RE: Lake Springs Ranch Water Rights
According to Ron Liston the revised Lake Springs development
will provide central sewer collection and treatment facilities for
the equivalent of 195 single family residences. Current plans
envision the expansion of the existing CMC waste water treatment facility
to serve CMC, Lake Springs Ranch and Los Amigos. Wright -McLaughlin
Engineers is in the process of developing a service plan for the area's
waste water treatment needs.
Previous water supply plans for Lake Springs Ranch (see our letter
of December 20, 1978) assumed the development would be served with
individual septic tank/leach field systems. That plan assumed that
about 25% of the inhouse domestic water would be consumptively used.
The revised plan to use the CMC plant would mean that the inhouse
domestic water requirement of 77 acre feet per year would be a total
depletion from the Spring Valley area since the return flow from the
sewage treatment plant would not be to Spring valley.
It is our opinion that the water rights applications currently
before the water court, when approved, will provide sufficient water
to meet water requirements for the subdivision without injuring other
vested water rights in the Spring Valley area.
WLL:ep
741-22
Very truly yours,
WRIGHT WATER ENGINEERS, INC.
William L. Lorah
-20-
WASTEWATER SYSTEM
Lake Springs Ranch will be incorporated into the Spring Valley Sani-
tation District which iS now in the process of being formed. The
purpose of the District is to provide wastewater treatment for Colo-
rado Mountain College (CMC), Los Amigos PUD and Lake Springs Ranch PUD.
The proposed treatment site, as shown on the following vaci ni ty map,
will be at the existing CMC treatment site. The existing CMC treatment
facilities will be upgraded and expanded to meet all applicable dis-
charge requirements and will be sized to meet all future requirements
of the areas referenced above To d..Ce, an agreement has been reached
between CMC and Los Amigos PiJO to incorporate the existing treatment site
into the Sanitation District and agreement in principal for the formation
of the District. Lake Springs Ranch PUD has not been a party to that
f the fact that their position in the subdivision process
agreement b u because :.l! e � :�
did nolt allow them to participate without rest rict.ijje conditions. ions. As
shown in the SpringValley Sanitation District Service Plan, prepared
for the formation oF the District and on file in the County Planner's
office, the facilities are being designed in anticipation of the inclusion
of tho Lake Springs Ranch PUD into the District.
The Service Plar is based on a total buildout of 195 single family units
at 3.5 capita/unit and 100 gallons per capita per day. The wastewater
collection systems on site is as proposed on the Water and Sewer Utility
Pian and the Sewer Plan and Profile sheets. All collection lines will
be 8n diameter laid at a minimum slope of 0.4% or greater. The col-
lection system will require a lift station to service the VanCleave Road
area. Additionally, Lots 1, 2, 11, and 12, and possibly Lot 13, Block 2
cannot be serviced by gravity sewer. It is proposed to service these
lots by (1) installing an in-house grinder type pump to pump directly
to the force main or (2) installing a conventional home submersible sewage
sump pump, following a septic tank for solids removal, and pumping to the
force main. The individual lot owner would have the option of the col-
lection facility to be used.
Off-site sewer from the PUD boundary to the treatment facility will be
gravity sewer. The sewer will run approximately parallel to County
Road 114 and will actually connect to the treatment facility through either
the CMC or Los Amigos collection systems. These two alternatives are
being analyzed on an engineering feasibility and cost-effective basis
with the two entities now that the Sanitaiton District is, in fact,
being forried. In either case, no lift station will be required in the
off-site sewer system.
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DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
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UNDERGROUND UTILITIES
The three concerned utility companies -- Rocky Mountain Natural Gas,
Holy Cross Electric Association, and Mountain Bell were sent Prelimin-
ary That site pans on June 11, 1979, in order to afford all parties
the opportunity to discuss the project at the Utility Coordinating Com-
mittee meeting on June 21, 1979. As of that meeting only Mountain
has had an opportunity to formalize any construction requirements. They
have indicated that they will require a 5' right-of-way on all lot lines
fronting public roadways.
Rocky Mountain Natural Gas has indicated informally that they can pro-
vide services by extending distribution lines from the approximate
Vicinity of CNC. They have not indicated their easement requirements
within the PUD. Holy Cross Electric has as yet not formulated any require-
ments. It is an.icipa`ed that both utility c+Jrnpaniss will indic<te easement
requirements during the formal Preliminary Plat review period. iron
of the utilities expressed any foreseeable difficulties in servicing
the PUD during discussion at the Utility Coordinating Committee.
-24-
APPENDIX A
ENGINEERING GEOLOGY AND PRELIMINARY
SUBSOIL INVESTIGATION
:51 ''''.4
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.:s1111:,7)AO ,'ATION 96 3. ZUNI • COLOR.409 $.;iY,Z23 ,:03/744-75
E E 1924 ZAST PRST WYON(ir..12601 • 397/24-2126
ENGINEERING GEOLNY AND
PRELIMINARY SUBSOIL INVESTIGATICN
FOR PROPOSE° LAKE SPRINGS RANCH SUBDIVISION
SECTIONS 32, 33 AND 34, TOWNSHW 6 SOUTH
AND SECTIOM 1, TOWNSHIP 7 SOUTH, RANGE 88 WEST
GARFIELD COUNTY, COLORADO
Prepared for:
SCARROW & WALKER, INC.
P. O. BOX 460
0.0D SPRINGS, COLORADO 81601
January 30, 1978
TALE OF CGNTLNTS
CONCLUSIONS I
SCOPE 2
PROPOSED DEVELOPHENT 2
SITE CONDITIONS 3
GEOLOGICAL CONDITIONS 3
Bedrock Condit!ons
Sol CondItions ti
Structural Geology 4
SUBSOIL CONDITIONS 5
GEoLoatc HAZARDS 6
MUERAL RESOURCES • 7
FOUNDATION TYPES 7
1
SITE GsiADING
ADDITIONAL INVESTIGATION 2
FIG. i - LOCATION GE TEST HOLES. AND PITS
AND SURFICIAL GEOLOGY MAP
FIG. 2 - LOGS OF TEST PITS
FIGS. 3 through 6 - SWELL -CONSOLIDATION TEST RESULTS
FIG. 7 - GRADATION TEST RESULTS
TABLE 1 - SUMI4,ARY QF LA2ORATORY TEST RESULTS
(i)
(2)
(3)
CtsNC rJa 1 „5
The proposad subdivision d v lopment l5 rL iibie from an E:3'!t)lriee; -
ing ;sology and subsoil point oF view.
Th rc ar a no „eoiogic hazards nor commercial mineral deposits
which would randar the project unsafe, infeasible or undesirable.
F-Jurtdat i ora types in Block l should consist at ped and grade beam
construction a.a recommended in our original report (Job No. 14,2.35
c1ted Apa it 6, 1977). Spread Footing Foundalons occasionally
utilizing d ;ad toad pressurc5 arr r a r ?1 ly sulta31 :' for
idenc.es duplex i" ;ia '3 S Y; i building ovr tha ratr",dc r of
(4) Additional investigation by subsoil exploration or foundation
excavation inspections should be performed in Blocks 3, 4 and 5 to
bettor define ,sub sci t �r� bedrock conditions and det rine ;rap>r
foundation 1tln parameters at specific building sites.
SCOP7
This report presents the re.,4ults of an engineering geology and
preliminary subsoil Investigation for the 2T l_ak:! Springs Ranch
Subdivon situated io Sections 32, 33 and 34, T. 6S. and Section 4,
T. T7., R. 83W., Garfield County, Colorado. The report also presents
the most probable type building foundations, recommended soli pressure
ranges, engineering geologic aspects of the site, general subsoil con-
ditions, and other preliminary design information suitable for general
plann:ng. The inv,Istigation included a field geologic survey and
exploition pits.
We previously conducted a soli and foundation investigation for
Blocks i and 2 of the subject subdivision end reported our results under
Job No. 14,285. dated April 6, 1)77. The results of that invostiqation
and a rctview of pertinent gooiogioel 1 were also a part of this
investigation. Results of additionrcolation tdsts wera reported
under our Job No. 15,346 cia3,1 October 13, 1f;77.
PROPOSED DEVELOPMENT
under3tand that the proosed Lake Springs Ranch Sudivision
will have approximately 55 lot3 desir,mated for 31;>y1Fami!y residences
and 7 lots with pltmneU duplex unitsit is propos:A to supply water
from a community water system utilizing wells as the water source,
individual sewage disposal systoms ara planned for the single-family
residentlal lots.
SITE CONDITIONS
The Lake Sprig5 Ranch Subjivisiin as presen,11 loclndes
an ar?a of apprcv.irnt,!ly 441.7 apris. The topporbdhy 'it the site is
compri7.od mainly of hilly ridge and volley reliefh severl scatte;ed
knobs or topographically high points occurr1n on the western portion
of the site. The grDund surface at the 3ite ranges from Elevation 6890
to 7310 feet a5ovi. mean sea level. Spring 'valley occupies approximately
one-quarter of the proposed subdivision on its western end. It forms
the low area of elevation within the site. The strean which flows in
Spring Valley oriOnates immediately upstream of a sd1 pond in the
south-central portion of the site and flows generally northwesterly.
The rem -lining drainarjes are intermittent and show no indication of
recent erosion signifying that they cm.ry very littie surface water only
during periods of ;ivy loci rdn. Th relptiv,Av ,;.nall proposed
building area co ch:: west of Sprin V,::y is of ,,;ntly to ro:_ier.?tely
sloping (2% to li) ,round fallinr! to4ard the dralnIg. The much larger
portion of the site to the east and suutheast of Spring Valley slopes
upward from the valley at gentle (I;) to vry tp (30%) slopes which
sive in all directiom; but which c -h -:.ally drnh to‘4nrd Spring Valley.
At the time of our geologic surv-y and lute: -t ;L•ibsoli investigation,
the ground surface was covered with 1 to 2 feet of snow. The vegetation
which could be obrvad was scrub oak and 51gebrush.
GEOLOGICAL CONDITIONS
Spring Valley Is an upland plateau valley that has been incised
Into Pleistocene age basalt lava flows which cover a large upland area
in this rnjion. Th a of the proposed Lake Si -,rings Ranch Subdivision
extends from Spring Valley on its wern end into the hilly terrain to
the 435t of the valley.
B-drock Conditions: The only 1.)drock exposed on the site consists of
scattered outcrops of the Pleistocene age basalt flows. These outcrops
are confined to relatively small areas near the tops the scattered
knob featurs and along one ridge and one road cut which is immediately
outside of the sudiviion boundary. The Pennsylvanian to Permian age
Maroon formation directly underlies basalt flows and a portion of
the OuntQrnary solls
The basalt at the site generally consists of Wihly fractured
blocks of extreely arr, competnt rck. The joints are filled lqith
clay. Oc.casionally large arouncs of voinanic ask vqhich Is composed of
silt are present v;inin the bedro:k.
Soil C•litions: The Qunt..-.:Tnry soils .,-Irent coDsist
cr,1111y of resial and uolluv1.11 (sl,pp wash) clay silty cravel
with cobbles and boulders on the 1.1:6pr hilly terrain and clay on the
f7pntlr slopes along Spring Valley. allrvial son deposits may be
associated with th.e loer ground elevations along. Sprig Vrtliey. No
subsoil investigation vi, -;)s prformad alon,D the Spring Valley flood plain,
and the composition of soils in that area are not known by Us. Fig. 1
presents a
5urfici,31 ‘71eologic rmv .for the propo.,..ed Lake Springs Ranch
Subdivkion.
Structrn1 1712.2.12.22L: Since no outcrops of the Marscn formation
observed at the site, the bedding attitude is not known. However, about
5
2 miles .,..,L o1= tris :;it:y, the
Moroon fo7ratien is fis ping g-nerally to
the northeast. This dip probably contiriuc.; in 3 r.%;rtheast direction at
the site but may be c;`'.r!ti:er than that ,.(J the west. A Pleistocene fault
is present in the basalt flow '.west of Spring Valley. This fault should
not htr:e ay afie,st on the proposed development.
SUBSOIL CONDITIONS
Fr(,m the exploratory holes dri i ;:gid for the subsci 1 investigation
of Lots 1 and 2 and the test pits excavated over the remainder of the
site, it was found that the subsoil conditions range from fairly uniform
to.er'ratic across the site. Generally, the soils consist of tie drum
stili to very stiff, sandy clay with some scatty r>d lens`, of clayey
gravel t the lower elevations of the Gite and silty ciravcl, clay,
t' site ,�:r�ral l ;1
val ly clay and cNr- silt In the elevations of :h`
`.i' u. .. .. upper :ir
n 119 as of County Road 114. The logs
of
r!i)rt1�4?`.,. of County '.i.;3.:3 and -,t
test pits are shown on Fig. 2..
f T 1 torefeet in depth
The clay and sandy cloy range iO>' ';1 than i'' n 20
the silty gravelbeneathbeneaththw� sui-1�3�.'r. Some cloy also exists .� below
strata. As stated ill our original report and as shown by the results of
swell -consolidation tests presented on F'ig's. 3 throU0 6, the clay is
very errntic, some which possess a moderate swell potential and some
porous zones whlch will consolidate moderately when wetted and loaded..
The silty gravel is present at about 1 to 5 feet deep and varies
from on the order of ! to 8 Feet thick. The gravel soils contain
cobbles and boulders which are generally angular to subangular; volcanic
ash which ts pr..Isdominanty a silt r,terial; Ind some clay.
Some of the
grivl soils v4i11 cohsolicirate moderately when we..t:.:d and loaded but in
general will not con_iolid.2ite a5 much as the msre corpus clay
Bedrock was encountered in P1t3 2 and 3 at 2 to 5 feet dap and
consistod of very fractured basalt.
percolation t25t3 rep!rf,rmed as a part of this preliminary
Investigation on the remaind,.,r of the site excluttva of Blocks 1 and 2.
The clay soils ovr the remainder of the sit will have fairly similar
percolation properties as those in Blocks 1 and 2 :/;111 the lower silty
gravels will possess faster percolation rates.
No free water was encountered in the test holes at th time of
drilliny nor in tho bee:hoe pits ht. to time of excavation.
Samples of the soils ,..%re 0o;ly-H fer se! ib1 sul,:atos.
The oi 1 s have neliyib-le tH1 0.1:0 suif.,
cement types sho'Jld lenerally no ho re(;uirei in the coricr,::te to resist
ieterioration.
GEOL3Cii0 HAZARDS
No conditions were observed a;1 the site which would constitute a
geologic hazard. ',4e understand that the common area along the Spring
Valley stream and the pond at the. upp.er end of the stream are not desinated
for construction sites. These areas will probably b the onlyreas
that will require construotion restraints. No ethor problems associated
with the slto geology are anticipated provided that the recomendations
for foundations and site gradlng di5cussed in this report are followed..
-
it is our opinion there. are no. co!7,mercia1 mineral deposits as
defined in the Colora=do Open nining Land Reclamation Act at the site
which would be of significant economic or strategic! value.
FOUNDATION TYPES
The foundation types for residences constructed in Blocks i and 2
are covered under the Foundation Recommend3tions section of our original
report (Job No. 14,235 dated April 6, 1977) and consIsz generally of pad
and grade beam foundations for Block 1 and spreed footings for foundation
types in Block 2. In general, the foundation typi:s 1n Blocks 3, 4 and 5
:houlj consist of r.o.2erately loaded spread footings. Maximum allowable
soil pressures for the upper sandy clay soils will ipc. on the order of
1J:100 co 3,000 psf while mmum soil pressures for the silty sray.:1
will ronge from 2,003 to 4,060 psf. foundions on thn dc,n.-ser,
stiffer clays may riluire rril n in Oaad 1 od ro;sur3 also. SL,rcc:d
Footing found3tion3 on th,?, bedrock generally ma), be designed for higher
bearing pressures,
1-3caus.3 of tha very- erratic cntwe of the su53oiis ;:ich respect to
their occurrence and physic -0 proper:les, indiviiu61 ui1ding site
should nav,. specific subsoil investigations or the foundation excavntion
should be iospectd in order to det,ermine the proper foundation design
requirements for the specific structures.
Si. _ GRADING
kfiller_3 roads and buildingis.t..s ar. c:_nst;uc.t..._• within the site,. it
should be feasible l e LCA construct permanent CUE and fill Slopes up to
2:1 ho; i-zontal to vertical.
20 feetfeethigh at inct irlaf:a,;; not exceeding �
These slopes should be sta>>,e IF vegetated and care is used to prevent
r L, +" 1 i i �f
surface water from penetrating the
slope maces and the sl soils nr:ieC iat`-
above the faces. Cut or fill slopes greater than
20 feet high should
have stability studies performed as a part or the slope
r j sh ui d be construction. Temporary exca tions in the on-site soils
stable at an inclination of no sL-n;;�
�r' than 1 i .roi:1ed. These
will 1 1 i �'. gh l i exposed to the atmospheric
steeper temporary slopes -�
�a
elements for several days.
The majority of :he on-site o11'; rir: sui tnh:e for use in co)acted
:t
fill 1 i tf '-xcapt . 1 of :.C.,.'? ._i 1 ,? :r than 3 i ncnes. f�,;j=i a't':iy f i ,
t � t^ n;
shouldb;- !? r C ted to i.ii.'n'derd Proctor density at optimum
l - in 1 i . -- i.o achieve Utt. I _�r s i
r;;U1,�t:U:i� content •:lii'... should :a'.. T)i_... -•
compaction. Filis should coat bloc„ J'"
Excavation in the clays and the 3, c. I :.y of the silty gravels
°' o excavating _ iipment C);^w or the. denser
be G:Ir1:: with conventional -. I r1d '�!�'
aly rF'.` light to
gravels and he r;'% ;ri ty 01 the t.;'.tlro k wi l i • oL—.t 'ai re
�,' i l i ty tr '.fiches and other
rOdrrrdt blasting 4.? 4'r:i•'_v,:a`.:, especially in
confined excavations.
ADI) l i t CNAL i i'1VES I i GAT i ON
This suitable general design and
I i `_'i report i:3 r�i"�l ii",'.in"?f'`� and 5i.. �, i'. i -C)"
yes d on our present knowledge of the site geology, we do not
planning.
anticipat.a any unusual problaw3 Froln a gaotechnicoi viewpoint. Because
of tha rerratic characteristics of ti .!pper soils with respect to their
occurrence, swail potential and compression charactar,;stics, we recommend
that a more i -depth investigation for Hocks 3,
4 and 5 or excavation
inspections be performed in order to detatmine specific design criteria
for individual building foundations. Individual sewage disposal systems
test data as
part of their d -sign.
CHEN AND ASSOCIATES, INC.
By
-------H,!----
/14-------, i -77-
Revieed By
Richard C. Her:worth, -P.E.
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(1) lcst Fits t.:ere excavated on
nuoiy 18, 1978 h a b_tckhoe,
(2) free ',.iater as encountered in
tast Hts at the time of exctice.
(3) = Uater Contant
DD = Density ();
-200 = Percent PassInq N. 20i)
Sieve:
LL = Liquid Limit (-A);
PI = Plasticity Incit?x
= Nonplostic.
LOGS c).- TEST PITS F;u.
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JOHN W. ROLD
Director
COLORADO GEOLOGICAL SURVEY
DEPARTMENT OF NATURAL RESOURCES
715 STATE CENTENNIAL BUILDING — 1313 SHERMAN STREET
DENVER, COLORADO 80203 PHONE (303) 839.2611
February 3, 1978
Mr. Robert Witkowski
Garfield County Planning
2014 Blake Avenue
Glenwood Springs, Colorado 81601
Dear Mr. Witkowski: RE: LAKE SPRINGS RANCH
SUBDIVISION
We have reviewed the Chen and Associates Report on this subdivision
(Job No. 14285A Jan. 30, 1978) and find that it has adequately
addressed the geology and soils of the site.
It appears that the geologic constraints of the site are minimal
but that soil conditions are such that individual site specific
soil investigations and tests should be required before building
permits are issued. With the possiblity of both swelling soils
and/or soils that can compress under load when wet being present,
this will be very important to assure the long term stability of
the structures.
If these tests are required, we would have no objection to approval
of this proposed subdivision.
Sincerely,
L. R. Ladwig
Engineering Geologist
LRL/vt
cc: Land Use Commission
GEOLOGY
STORY OF THE PAST . . . KEY TO THE FUTURE
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chen and associates, inc.
CONSULTING ENGINEERS
SOIL t FOUNDATION 96 S. ZUNI • DENVER, COLORADO 80223 • 303/744-7105
ENGINEERING 1924 EAST FIRST STREET • CASPER, WYOMING 82601 • 307/234-2126
ENGINEERING GEOLOGY AND
PRELIMINARY SUBSOIL INVESTIGATION
FOR PROPOSED LAKE SPRINGS RANCH SUBDIVISION
SECTIONS 32, 33 AND 34, TOWNSHIP 6 SOUTH
AND SECTION 4, TOWNSHIP 7 SOUTH, RANGE 88 WEST
GARFIELD COUNTY, COLORADO
Prepared for:
SCARROW & WALKER, INC.
P. 0. BOX 460
GLENWOOD SPRINGS, COLORADO 81601
Job No. 14,285A January 30, 1978
• TABLE OF CONTENTS
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CONCLUSIONS
SCOPE 2
PROPOSED DEVELOPMENT 2
SITE CONDITIONS 3
GEOLOGICAL CONDITIONS 3
Bedrock Conditions 4
Soil Conditions 4
Structural Geology 4
SUBSOIL CONDITIONS 5
GEOLOGIC HAZARDS 6
MINERAL RESOURCES 7
FOUNDATION TYPES 7
SITE GRADING 8
ADDITIONAL INVESTIGATION 8
FIG. 1 - LOCATION OF TEST HOLES AND PITS
AND SURFICIAL GEOLOGY MAP
FIG. 2 - LOGS OF TEST PITS
FIGS. 3 through 6 - SWELL -CONSOLIDATION TEST RESULTS
FIG. 7 - GRADATION TEST RESULTS
TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS
Val
(1)
CONCLUSIONS
The proposed subdivision development is feasible from an engineer-
ing geology and subsoil point of view.
(2) There are no geologic hazards nor commercial mineral deposits
which would render the project unsafe, infeasible or undesirable.
(3)
Foundation types in Block 1 should consist of pad and grade beam
construction as recommended in our original report (Job No. 14,285
dated April 6, 1977). Spread footing foundations occasionally
utilizing minimum dead load pressures are generally suitable for
residences and duplex residential buildings over the remainder of
the site.
(4) Additional investigation by subsoil exploration or foundation
excavation inspections should be performed in Blocks 3, 4 and 5 to
better define subsoil and bedrock conditions and determine proper
foundation design parameters at specific building sites.
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SCOPE
This report presents the results of an engineering geology and
preliminary subsoil investigation for the proposed Lake Springs Ranch
Subdivision situated in Sections 32, 33 and 34, T. 6S. and Section 4,
T. 7S., R. 88W., Garfield County, Colorado. The report also presents
the most probable type building foundations, recommended soil pressure
ranges, engineering geologic aspects of the site, general subsoil con-
ditions, and other preliminary design information suitable for general
planning. The investigation included a field geologic survey and
exploration pits.
We previously conducted a soil and foundation investigation for
Blocks 1 and 2 of the subject subdivision and reported our results under
Job No. 14,285 dated April 6, 1977. The results of that investigation
and a review of pertinent geological literature were also a part of this
investigation. Results of additional percolation tests were reported
under our Job No. 15,346 dated October 19, 1977.
PROPOSED DEVELOPMENT
We understand that the proposed Lake Springs Ranch Subdivision
will have approximately 55 lots designated for single-family residences
and 7 lots with planned duplex units. It is proposed to supply water
from a community water system utilizing wells as the water source.
Individual sewage disposal systems are planned for the single-family
residential lots.
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41 SITE CONDITIONS
The Lake Springs Ranch Subdivision as presently platted includes
an area of approximately 441.7 acres. The topography at the site is
41 comprised mainly of hilly ridge and valley relief with several scattered
knobs or topographically high points occurring along the western portion
of the site. The ground surface at the site ranges from Elevation 6890
• to 7310 feet above mean sea level. Spring Valley occupies approximately
one-quarter of the proposed subdivision on its western end. It forms
the low area of elevation within the site. The stream which flows in
t Spring Valley originates immediately upstream of a small pond in the
south-central portion of the site and flows generally northwesterly.
The remaining drainages are intermittent and show no indication of
recent erosion signifying that they carry very little surface water only
during periods of heavy local rain. The relatively small proposed
building area to the west of,Spring Valley is of gently to moderately
41 sloping (2% to 11%) ground falling toward the drainage. The much larger
portion of the site to the east and southeast of Spring Valley slopes
upward from the valley at gentle (5%G) to very steep (30%) slopes which
slope in all directions but which generally drain toward Spring Valley.
At the time of our geologic survey and latest subsoil investigation,
the ground surface was covered with 1 to 2 feet of snow. The vegetation
which could be observee!-was scrub oak and sagebrush.
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GEOLOGICAL CONDITIONS
Spring Valley is an upland plateau valley that has been incised
into Pleistocene age basalt lava flows which cover a large upland area
4
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in this region. The site of the proposed Lake Springs Ranch Subdivision
extends from Spring Valley on its western end into the hilly terrain to
the east of the valley.
Bedrock Conditions: The only bedrock exposed on the site consists of
scattered outcrops of the Pleistocene age basalt flows. These outcrops
are confined to relatively small areas near the tops of the scattered
knob features and along one ridge and one road cut which Is immediately
outside of the subdivision boundary. The Pennsylvanian to Permian age
Maroon formation directly underlies the basalt flows and a portion of
the Quaternary soils at the site.
The basalt at the site generally consists of highly fractured
blocks of extremely hard, competent rock. The joints are filled with
clay. Occasionally large amounts of volcanic ash which Is composed of
silt are present within the bedrock.
Soil Conditions: The Quaternary soils present at the site consist
generally of residual and colluvial (slope wash) clay and silty gravel
with cobbles and boulders on the upper hilly terrain and clay on the
gentler slopes along Spring Valley. Some alluvial soil deposits may be
associated with the lower ground elevations along Spring Valley. No
subsoil investigation was performed along the Spring Valley flood plain,
and the composition of soils in that area are not known by us. Fig. 1
presents a surficial geologic map for the proposed Lake Springs Ranch
Subdivision.
Structural Geology: Since no outcrops of the Maroon formation were
observed at the site, the bedding attitude is not known. However, about
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• ash which is predominantly a silt material; and some clay. Some of the
gravel soils will consolidate moderately when wetted and loaded but in
general will not consolidate as much as the more porous clay.
• Bedrock was encountered in Pits` 2 and 3 at 2 to 5 feet deep and
consisted of very fractured basalt.
No percolation tests were performed as a part of this preliminary
• investigation on the remainder of the site exclusive of Blocks 1 and 2.
The clay soils over the remainder of the site will have fairly similar
percolation properties as those in Blocks 1 and 2 while the lower silty
• gravels will possess faster percolation rates.
No free water was encountered in the test holes at the time of
drilling nor in the backhoe pits at the time of excavation.
• Samples of the soils were analyzed for water soluble sulfates.
The soils have negligible (less than 0.1%) sulfate content. Special
cement types should generally not be required in the concrete to resist
deterioration.
GEOLOGIC HAZARDS
No conditions were observed at the site which would constitute a
geologic hazard. We understand that the common area along the Spring
Valley stream and the pond at the upper end of the stream are not designated
for construction sites. These areas will probably be the only areas
that will require construction restraints. No other problems associated
with the site geology are anticipated provided that the recommendations
for foundations and site grading discussed in this report are followed.
MINERAL RESOURCES
It is our opinion there are no commercial mineral deposits as
defined in the Colorado Open Mining Land Reclamation Act at the site
which would be of significant economic or strategic value.
FOUNDATION TYPES
The foundation types for residences constructed in Blocks 1 and 2
are covered under the Foundation Recommendations section of our original
report (Job No. 14,285 dated April 6, 1977) and consist generally of pad
and grade beam foundations for Block 1 and spread footings for foundation
types in Block 2. In general, the foundation types in Blocks 3, 4 and 5
should consist of moderately loaded spread footings. Maximum allowable
soil pressures for the upper sandy clay soils will be on the order of
1,000 to 3,000 psf while maximum soil pressures for the silty gravel
will range from 2,000 to 4,000 psf. Some foundations on the denser,
stiffer clays may require minimum dead load pressures also. Spread
footing foundations on the bedrock generally may be designed for higher
bearing pressures.
Because of the very- erratic nature of the subsoils with respect to
their occurrence and physical properties, individual building sites
should have specific subsoil investigations or the foundation excavation
should be inspected in order to determine the proper foundation design
requirements for the specific structures.
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SITE GRADING
Where roads and building sites are constructed within the site, it
should be feasible to construct permanent cut and fill Slopes up to
20 feet high at inclinations not exceeding 2:1 horizontal to vertical.
These slopes should be stable if vegetated and care is used to prevent
surface water from penetrating the slope faces and the subsoils immediately
above the faces. Cut or fill slopes greater than 20 feet high should
have stability studies performed as a part of the slope design prior to
construction. Temporary excavations in the on-site soils should be
stable at an inclination of no steeper than 1:1 if well drained. These
steeper temporary slopes will slough if exposed to the atmospheric
elements for several days.
The majority of the on-site soils are suitable for use in compacted
fill with the exception of cobbles larger than 8 inches. Roadway fill
should be compacted to at- least 95% standard Proctor density at optimum
moisture content and should be placed in lifts to achieve uniform
compaction. Fills should not block drainages.
Excavation in the clays and the majority of the silty gravels can
be done with conventional excavating equipment. Some of the denser
gravels and the majority of the bedrock will probably require light to
moderate blasting to excavate, especially in utility trenches and other
confined excavations.
ADDITIONAL INVESTIGATION
This report is preliminary and suitable for general design and
planning. Based on our present knowledge of the site geology, we do not
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anticipate any unusual problems from a geotechnical viewpoint. Because
of the erratic characteristics of the upper soils with respect to their
occurrence, swell potential and compression characteristics, we recommend
that a more in-depth investigation for Blocks 3, 4 and 5 or excavation
inspections be performed in order to determine specific design criteria
for individual building foundations. Individual sewage disposal systems
should include percolation test data as a part of their design.
MJP/bn
CHEN AND ASSOCIATES, INC.
By f�/_
Reviewed By
Oft
Richard C. He►P orth, P.E.
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a, -•< N 7 7 rt 0_0 -• 7- (D (D O_ `<
7 (.0 (D 0 0_ (D (D O - (1) -• 7 C' 7 u
O_ 7-7 L. O. 9- 7 Cr rt (1) rY (D 7 `< (n CD
• o< (D Q- 0 to 0--< 7- (D 0_ 0 n 7 O
0 rt -- 0) t U1 0) n. 7
-h Cr d< C w (D • rt (0 D rt rt (O
7 7 (D O - rt rt (n G7 0 7 - -• el' 0)
0) 0 7 --0_ o - 0 -D 0) -h (D rr 7
n 9 1/` n (D O a, 1 -tJ < C -h 7 C -•
rt 7 (D Cu -s 0 O <7 0-) - •(D n- (D n
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O_ 7 01 rt -• O_
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VI VD r*
7-0 -
• CHEN AND ASSOCIATES
•
•
•
•
•
•
•
Compression - %
Compression - %
0
1
2
3
0
2
4
6
• 8
10
• 12
0.1
APPLIED PRESSURE - Itsf
Natural Dry Unit *sight - pct
Natural Moisture Content - 11.9 percent
Add
---pressure
tiond
compression
due to
wetti
under
cpnstant
ig.
7--------____________.,........„,,,,,,:01
•
\\\)
•
Typical
sample
of
silty
clay
fron
Plt
Typ
cal
sample
6.5'
of
silty
clay
from
Pit
1
at
depth 1.7'
0.1
APPLIED PRESSURE - Itsf
0.1
I o 10
APPLIED PRESSURE - kaf
• Swell -Consolidation Test Results
#14,285A
goo
Fig. 3
Notu 01 Dry Unit Weight . 90.6 pct
Natu al Moisture Content - 20.0 percent
Add
---pressure
tiond
compression
due to
wetti
under
cpnstant
ig.
\\\)
Typical
sample
of
silty
clay
fron
Plt
1
a:
depth
6.5'
0.1
I o 10
APPLIED PRESSURE - kaf
• Swell -Consolidation Test Results
#14,285A
goo
Fig. 3
• CHEN AND ASSOCIATES
•
•
•
•
•
Compression - % - Expansion
1
0
1
2
0
1
• 0 2
3
• 4
5
Ct
'• 6
7
• 8
0.1
APPLIED PRESSURE — kol1
Noturol Dry Unit Weight = 106.6 pcf
Natural Moisture Content = 1 1 ,9 porton
1
Exp
nsion
under
compression
constart
pressure
under
constant
.aeon
wetting.
pressure
due
to wettinb.
•
•
Typical
sanp
e
of
silty
clay frDm
sandy
Pi:
from
3
at
depth 3'-0"
at depth 3'-0"
0.1
APPLIED PRESSURE — kol1
10 U to
APPLIED PRESSURE — k•f
• #14,285A Swell -Consolidation Test Results
loo
Fig. 4
NN al Dry Unit Wo pht = pcf
Natu of Mo stur� Content 11 .8 porcent
1
Additional
compression
under
constant
pressure
due
to wettinb.
•
Typical
sample
of
sandy
silt
from
it
4
at depth 3'-0"
10 U to
APPLIED PRESSURE — k•f
• #14,285A Swell -Consolidation Test Results
loo
Fig. 4
•
•
•
•
•
•
•
•
Compression - %
Compression - % - Expansion
0
2
3
4
5
6
7
8
0
1
2
3
• 4
5
•
CHEN AND ASSOCIATES
0.1
PRESSURE — kat
Natural Dry Unit Weight - pcf
Natural Moisture Content - 18.5 percent
:---------'."----Nt
•
Expansion
.nd
r
constant
pressure
Additional
corcrsion
upon
uiderjconstant
',
pressure
die to wett
i
g.
6
Typical
sample
of
si
ty, sandy gravel
Typical
from
Pit 5 at
_
depth
ty clay
5'-o'
Pit
1
AA
0.1
PRESSURE — kat
10 10
APPLIED PRESSURE — k�f
• Swell-Consoliietion Test Results
#14,285A
100
Fig. 5
Noturol Dry Unit Weight - 110.1 pcf
Natural Moisture Content - 10.8 percent
•
Expansion
.nd
r
constant
pressure
upon
weltting.
6
Typical
sample
of
si
ty clay
from
1
Pit
1
6
at
depth
3'-0"
10 10
APPLIED PRESSURE — k�f
• Swell-Consoliietion Test Results
#14,285A
100
Fig. 5
• CHEN AND ASSOCIATES
•
•
•
•
•
•
•
Compression - %
Compression - %
0
1
2
3
4
5
0
1
2
3
• 4
•
0.1
APPLIED PRESSURE - ksff
Natural Dry Unit Weight - 74.6 pcf
Natural Moisture Content • 12.5 percent
Z---"--
•
Additional
Nc
movement
compression
upon wetting.
under
constant\
•
pressure
due to wetting.
•
\
.
Typical
saMple
of
sl
ty clay
from
Pit
6
at
depth
10'-0"
Typical
sample
of
si
ty, sandy
gravel
from
P1:
6 at
depth
5"-0'
0.1
APPLIED PRESSURE - ksff
0.1
10 10
APPLIED PRESSURE - ksf
• Swell -Consolidation Test Results
#14,285A
100
Fig. 6
Notu of Dry Un,t Weight = 100.7 pcf
Natural Moistu a Content • 11 • 1 percent
Z---"--
•
Nc
movement
upon wetting.
•
•
Typical
saMple
of
sl
ty clay
from
Pit
6
at
depth
10'-0"
0.1
10 10
APPLIED PRESSURE - ksf
• Swell -Consolidation Test Results
#14,285A
100
Fig. 6
• CHEN AND ASSOCIATES
Consulting Soil and Foundation Eng t noon
•
•
•
•
•
•
•
1
a
W
NYOROM[T R ANALYSIS SIEVE ANA�Y_SIS
71 TIME EADIININ
ti u 5 STANDARD SERIE3•Io 1 CLEAR SQUARE OPfNS$
glow 301* NMN( • 1NN IMA •100 •100 •30 •40030 • • •• b. Y.' r 1
y
S
0
40
4
1
4
4
1 T
f
4-
r
L
L
4
r-
t f
l
_1 1 111 1 11 11 r�r[i r 17 t'-Itlr' 1211111[
00t 000 003 OIS 037 074 10 217 j SRO Ili 33 473 3 3,
DIAMETER OF PAR 1 LE IN MILlr ETERS
T t I I ItIT
H 33, 71t f1 t
K
CLAY (PLASTIC) TO
SILT (4014- PLA1TICI 1
'tot_ j-76D113W 1 COATIIII I
FIN[ IIRA}(,L 3RfE
c0SSt13
GRAVEL 60 % SAND 28 % SILT ANO CLAY 12 %
LIQUID LIMIT % PLASTICITY INDEX NP %
SAMPLE OF Slightly silty, FROM Pit 2 at depth 2' - 4'
sandy graves 1
3D
HYDROM T(� R ANALYSIS
To, TINS *EADINit
r MIA SOWN ONO • MIN I INN
SI(Vf ANA.YSIS
u S STANDARD StAIES'1O1 CLEAR SQUARE OKN1Ns3
4300 •100 • 0 40A30 •M f•3 •4 w•r !'r
i jt I
70.
1c
001 00t r
#14,285A
003 003
30
30
(00
O
10
R r r 11 L'1. L.t r (13_1 iii t111y Till 1 1 1E11r1
011 037 074 1N 337p� !30 �• .1a33 • T• 3 31 i3, 331 Tat 117‘311
DIAMETER OF'PAR TICLe 131 MILLIMETERS
CLAY (PLASTIC) TO SILT Mu- PLASTIC) revindDOODLES
GRAVEL
LIQUID LIMIT
SAND
SILT AND CLAY
PLASTICITY INDEX
SAMPLE OF FROM
GRADATION TEST RESULTS
w
30
100
Fig. 7 cA 2
•
Lt
CO
N
AND ASSOCIATES
TABLE 1
z
U
N
J
N
W
N
W
H
>-
0
1-
4
0
CD
4
J
L
0
cr
4
2
(1)
W
a
}
t -
J
-
p
y
T
t0
0
>
-
N
Silty clay 1
>-
CU
U
>
.4J -
N
>
(0
L
Cr)
>-
c
t0
to
>
4r
. -
N
t0
0
>
^
N
Basalt
--
to
>
'O
C
ft
N
;
>
t0
L
LI
>
CO
L
ar
T
C
t0
to
>
4r
—
N
taAeJb Apues `A3(!S
>-
t0
U
>,
4r
—
-
V)
Silty, sandy gravel 1
>•
t0
u
>
N
.-.
N
PERCENT
PASSING
NO. 200
SIEVE
t7O
--
'.D
•-
t31
TRIAXIAL SHEAR TESTS]
(.9 W
Z C
ZDV
_NN
t` Na
Z W '-
O Q
ua
DEVIATOR
STRESS
(P SF)
WATER
SOLUBLE
SULFATE
%)
0
0
0
ATTERBERG LIMITS
u K
W i
i•
= L
a
-.
NP
M
d
a,
-
co
M
'.O
M
-
tf\
'D
M
›-
Cc Cc
O >-
J ~
< to
O W-
H O
- Z
'D
0
01
VD
VD
0
'.D
-T
h
--
0
--
'.O
h
N.
0
O
NATURAL
MOISTURE
(•/.)
D\
.-
-.
20.0
N
N
O.
.-
...
OO
U\
--
-
co a
- -- O
..- --
LJ1
co
•r.
CO
0
...
to
N
.-
t'tl 1
F.. /...U\
0.. W
W W
a --
.�.
LA
'D
0
^
-kv
i
-
N
0
M
5.0
0 0
M v.,t1\
i
0
0
f`►
0
M
0
LA
f
0
..
0.
I
H H
W --
I- 0
1
LAKE SPRINGS RANCH
DRAINAGE STUDY
A RO
i Plc.
CONSULTING ENGINEERS LAND SURVEYORS
CkRR.QW. & WALKER /
Inc. • Co
suiting Engineers • Land Surveyors
204 8th St. • Glenwood Springs, Colo. 81601 • 303-945.8664
Mr. Duncan Sinnock
Foster Petroleum Corporation
Carbondale, Colorado 81623
RE: Lake Springs Drainage Study
Dear Duncan:
144 West 4th St.
• Rifle, Colo. 81650 • 303-625-2740
October 20. 1977
Da ITT t_q77
OCT 21 1977
GARFIELD CO RAM' dit
Enclosed are two (2) copies of the drainage study for the Lake Springs Ranch
PUD. The design of the drainage facilities was based on the -most recent
development plan dated October, 1977, the SCS Drainage Manual and Garfield
County regulations.
Sheet 3 of 4 indicates where the facilities are to be constructed and the
calculation sheets show how the culverts were sized.
The report will be included in the formal submittal to Garfield County
Planning Department.
MSO/hlw
enclosures
Robert A. Wcrosley
Gary S. Berschauer
Dennis O. Bradley
LeRoy E. Tobler
Martin 5. Oldford
Raymond 1. Baldwin
Robert D. Scarrow — Special Consultant
Very truly yours,
glaid,z,_4 ago, q/
Martin S. Oldford, P, E.
11
7456 West 5th Ave.
Denver. Colo. 80226
3C3/232-6050
LAKE SPRING S RANCH
DRAINAGE STUDY
OCTOBER 1977
PREPARED BY
SCARROW AND WALKER/KKBNA, INC.
204 8TH STREET
GLENWOOD SPRINGS, COLORADO
I. SUMMARY
A drainage study was performed for the Lake Springs Ranch Planned Unit
Development located three miles southeast of Glenwood Springs in the Spring
Valley Basin. Drainage improvements were sized according to the 10 year storm
and flood plains were based on the 100 year storm.
It was determined that the major storm runoff is presently routed around the
west and south end of the development and eventually enters the lower valley
area where a high water table exists. Since this area will be restricted to open
space without dwellings and the soil formation shows a high percolation rate the
potential damage to property by moving surface water is negligible.
Onsite runoff east of County Road 114 from a major storm can be controlled
by using the existing pound as a detention area. Excess flow can be controlled
by an overflow weir in conjunction with a culvert which will restrict flow to 4 cfs.
depending on the headwater elevation. Because a natural spring presently feeds the
pond it might be desirable not to restrict the runoff at the pond in which case
a larger outlet should be provided. Presently, cost feasibility study is underway
to determine whether the springs should be developed as a primary water supply.
The area west of the lower valley area is a tributary to a small basin and
will drain easterly to the high water table area. A natural detention area presently
exists south of the road along the northern boundary of the development and the
eventual plan is to contain this standing water in a lined pond if feasible.
Adjacent building sites will be considerably above this low area and will not be
affected by the 100 year storm runoff.
Culverts have been placed at all road crossings as shown on sheet 3 of 4 to
accomodate the 10 year runoff. Final design of the roads will allow the culverts to
be more accurately placed at low points and headwater elevations will determine
actual flow capacities. For purposes of sizing the culvets the HW/D ratio was
assumed to be 2.0.
II. LOCATION AND DESCRIPTION OF PROPERTY.
Lake Springs Ranch is located in the center of the Spring Valley Basin
about three miles Southeast of Glenwood Springs in Section 4, Township 7 South,
Range 88 West and Sections 32 and 34, Township 6 South, Range 88 West at
elevations ranging from 6,900 to 7,300 feet above sea -level.
The extreme eastern end of the development lies within the lower reaches of
a sub -basin 2,550 acres in size and originating at 9,300 feet in elevation. Aspen
and conifer growth occurs at the higher elevations with scrub oak and sagebrush
over most of the lower area.
The area east of County Road 114 drains to two ponds in series just east
of the Quigley Ranch and is 160 acres in size. This area has bedrock outdrops
and scrub oak and sagebrush ground cover.
The lower valley area is part of a 300 acre basin, which terminates in an
alluvium soil with a high water table, which is known to drain slowly to the
north. This low area is not suitable for building and has been designated for
open space. The ground cover consists of hay fields below the irrigation ditch
and sagebrush above it.
III. DRAINAGE DESIGN CRITERIA.
The storm drainage criteria utilized in this study was based on the
Soil Conservation Service "Peak Flows in Colorado Manual", which includes
Technical Release No. 55 "Urban Hydrology for Small Watersheds", dated March
1977. Storm precipitations derived fro the study were obtained from storm
isopluvial maps for 10 year and 100 year storms presented in the SCS manual.
Peak flows in the developed condition will remain nearly indentical to
the undeveloped, because of the low density (1 unit per 5 acres) and the
large amount of undisturbed open space (25% or 110 acres). The method for
calculating runoff involves measuring the individual basins, identifying the
soil groups and vegetative cover, calculating the time of concentration based
on length of each water shed and average ground slope. It was assumed that all
defined channels in the upper reaches of the basins would remain natural.
The preliminary plat was used along with the USGS quadrangle to define the sub-
basins which affect the Lake Springs Ranch Development. Basin 2, although
it does not directly drain through any proposed developement, eventually drains
to the large open space in the lower meadow and was included for this reason.
In areas where minimum flows were noted we have specified 18 inch culverts
to comply with Garfield County Specifications.
IV. DRAINAGE FACILITY DESIGN.
The drainage scheme utilized for the Lake Springs Ranch Development consists
of routing the runoff through the five acre lots. Detention is provided in the
existing ponds located east of the ranch and in the lower meadow area which
has a natural high water table. The majority of runoff originates within the
development and will be channeled along road ditches and through several culverts
at road crossings.
Potential flood plains exist only in the lower meadow due to the nature of
the topography. Since this area will be set aside for open space and because
the soil formation allows a high percolation rate, there is no concern for
flood damage. The extremely flat ground will provide sheet flow which cannot
be accurately defined by mapping.
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SOIL t FOUNDATION
ellen and associates, inc.'
CONSULTING ENGINEERS °
17136 12 1: w: t i rt
96 S. ZUNI • DENVER, COLORADO 80223 • 3C3/744-7105
ENGINEERING 1924 EAST FIRST STREET • CASPER, WYOMING 82601 • 307/234-2126
SOIL AND FOUNDATION INVESTIGATION
FOR LOTS 3 THROUGH 6 AND 9 THROUGH 19
LAKE SPRINGS RANCH SUBDIVISION
SECTIONS 32 AND 33, T. 6S, R. 68W
GARFIELD COUNTY, COLORADO
Prepared for:
Srtrz e-reoLE,,\
SCARRJW & WALKER, INC.
P. 0. BOX 460
GLENWOOD SPRINGS, COLORADO 81601
Job No. 14,285 April 6, '977
•
TABLE OF CONTENTS
CONCLUSIONS 1
SCOPE 2
SITE CONDITIONS 2
SUBSOIL CONDITIONS 2
FOUNDATION RECOMMENDATIONS 3
Lots 3 Through 6 3
Lots 9 Through 12 4
FLOOR SLABS 4
SURFACE DRAINAGE 5
WATER SOLUBLE SULFATE 6
LEACH FIELD 6
MISCELLANEOUS 7
FIG. 1 - LOCATION OF EXPLORATORY HOLES
FIG. 2 - LOGS OF EXPLORATORY HOLES
FIGS. 3 through 7 - SWELL -CONSOLIDATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
TABLE 11 - PERCOLATION TEST RESULTS
(1)
CONCLUSIONS
The residences may be founded on spread footings or individual pads
and grade beams designed for maximum soil pressure of 2,500 to
5,000 psf.
(2) Minimum dead load soil pressures of 500 to 1,500 psf are recommended.
(3)
The use of oversized leach fields is recommended.
- 2 -
SCOPE
This report presents the results of a soil and foundation investigation
for Lots 3 through 6 and 9 through 19 in the Lake Springs Ranch Subdivision
located in Sections 32 and 33, T. 6S, R. 77W, -Garfield County, Colorado. The
report presents the most desirable and safe type foundation, allowable soil
pressures, water table conditions, percolation rates and soil -related design
and construction details.
SITE CONDITIONS
The subdivision is located about 6 miles north of Carbondale on State
Highway 110. At the time of our investigation, the site was vacant. Vege-
tation consisted of native grasses and weeds with some sagebrush on Lot 19.
The lots investigated are separated by Spring Valley Creek, which is in the
common area. The ground surface for Lots 3 through 6 slopes down to the
east and Lots 9 through 19 slope down to the west. The topography is
generally rolling. Maximum slope in the area zoned for construction is on
the order of 10%. There is as much as 60 feet drop across some of the
5 -acre lots.
SUBSOIL CONDITIONS
Subsoil conditions across the site are erratic with respect to soil
consistency, density and swell potential. They generally consist of medium
stiff to very stiff clay with small amounts of sand and scattered gravel.
Lenses with large amounts of gravel were encountered within the clay soil.
Weathered claystone bedrock was encountered in Test Hole 5 at 13 foot depth.
Generally, the soils encountered in Test Holes 1, 2, and 3 in the vicinity
3
of Lots 9 through 19 consisted of very stiff to medium stiff clay with low
swell potential and may consolidate when loaded and wetted, as indicated by
the results of the swell -consolidation tests presented on Figs. 3, 4, and 5.
The soils encountered to Test Holes 4 and 5 on the west side of the subdlvl-
sion in the vicinity of Lots 3 through 6 possess low to moderate swell
potential with swelling pressures as high as 10,000 psf. Swell -consolidation
test results for these soils are presented on Figs. 5, 6, and 7.
No free water was encountered in the test holes at the time of drilling.
FOUNDATION RECOMMENDATIONS
Lots 3 Through 6: Because of the swell potential of the clays In this
area, we believe the most desirable type foundation for the proposed
residences is pad and grade beam designed for minimum dead loads. The
following design and construction details should be observed.
(1)
Footings placed on the natural stiff to very stiff clay should be
designed for a maximum soil pressure of 5,000 psf and a minimum
dead load pressure of 1,500 psf. Under these pressures, we esti-
mate that total settlement will be on the order of 1 inch and maximum
differential settlement across the proposed residence will be less
than 3/4 inch.
(2) In order to achieve the recommended minimum dead load pressure, narrow
footings or pads and grade beam will be required. When pad and grade
beam 1s utilized, a 4 -inch void should be provided below the grade beam
between the pads to concentrate foundation loads.
(3) Continuous foundation walls should be reinforced top and bottom to
span between individual pads and/or span an unsupported length of
at least 10 feet.
4
(4) Local soft pockets of soil found in the foundation excavation should
be removed and the footings extended to the lower firm soils.
Exterior footings should be provided with adequate soil cover above
their bearing elevation for frost protection.
Lots 9 Through 19: We believe the most desirable and safe type foundation
for the proposed residences in these lots is moderately loaded spread foot-
ings placed on the upper natural clayey soils. The following design and
construction details should be observed:
(5)
(1)
Footings placed on the upper natural clayey soil should be designed
for a maximum soil pressure of 2,500 psf and a minimum soil pressure
of 500 psf based on dead load only. Under this pressure, we estimate
the total settlement will be on the order of 1 inch and maximum dif-
ferential settlement across the proposed residence will be less than
3/4 inch.
(2) Continuous foundation walls should be reinforced top and bottom to
span an unsupported length of at least 10 feet.
(3) Local soft pockets of soil found in footing excavations should be
removed and the footings extended to lower firm soils.
(4) Exterior footings should be provided with adequate soil cover above
their bearing elevation for frost protection.
FLOOR SLABS
The natural soils at the site possess low to moderate swell potential
and are capable of damaging slab -on -grade construction by shrinking and
heaving should they be subject to change in moisture content. The only
positive method of preventing floor movement is the construction of struc-
tural floor with a void space beneath such as a crawl space. Provided the
5
owner is aware of the risk of slab -on -grade construction, we recommend the
following construction details be observed for slab -on -grade construction:
(1) Floor slabs should be separated from all bearing walls and columns
with a positive expansion joint.
(2) Interior partitions resting on the floor slabs should be provided
with a slip Joint, preferably at the bottom, so that in the event
the floor slabs move this movement will not be transmitted to the
upper structure. This detail is also important for wallboards and
door frames.
(3) Floor slabs should be provided with control joints to minimize damage
due to shrinkage cr eking and they should be reinforced.
(4) A 4 -inch free draining gravel layer should be placed beneath the floor
slabs.
SURFACE DRAINAGE
The following drainage precautions should be observed during construc-
tion and maintained at all times after the residences have been completed:
(1) Excessive wetting or drying of the foundation excavation should be
avoided during construction.
(2) Backfill around the residences should be moistened and compacted to at
least 85% standard Proctor density.
(3) The ground surface surrounding the exterior of the residences should
be sloped to drain away from the residences in all directions. We
recommend a minimum slope of 6 inches in the first 10 feet.
(4) Roof downspouts and drains should discharge well beyond the limits
of all backfill.
6
(5) Landscaping which requires excessive watering and lawn sprinkler heads
should be located at least 10 feet from the foundation walls of the
residences.
WATER SOLUBLE SULFATE
Typical samples of soil at footing depths were tested for water soluble
sulfates. The tests indicate 0.06% and 0.01% water soluble sulfate present
in the soil. According to published literature, concentrations of this order
have a negligible effect. Therefore, no special sulfate -resistant cement is
required.
LEACH FiELD
Five percolation tests were conducted at the locations shown on Fig. 1.
In each case, percolation tests were performed approximately 30 feet from
the exploratory test holes. The location and logs of the exploratory and
percolation test holes are presented on Figs. 1 and 2. Percolation test
results are presented In Table I1.
The percolation tests were conducted in accordance with the require-
ments of the Department of Health, Education and Welfare. No free water
was encountered in the test holes at the time of the investigation.
Generally, the ground surface slopes down toward the common area on slopes
of less than 10;.
The results of the five percolation tests averag 52 m nutes per inch.
The rTquirement of the Department of Health, Education and Welfare 1s that
the percolation rate be 60 minutes per inch or greater. in our investiga-
tion, three percolation tests indicated a rate of 60 minutes per inch and
two had faster rates of 40 minutes per inch. No trend could be established
7
from these tests of which areas have the more pervious soils. We believe
the area is suitable for septic tank leach field systems, however, because
of the measured percolation rates, conservative values should be used in
designing of the leach fields. We believe the leach fields should be
designed for a rate of 60 minutes per inch. The use of oversized leach
fields should be considered.
MISCELLANEOUS
Our exploratory borings were spaced as closely as feasible in order
to obtain a comprehensive picture of subsoil conditions; however, erratic
soil conditions may occur between test holes. If such conditions are
found to be exposed in the excavations, it Is advisable that we be notified
to inspect the foundation excavation. Even by concentrating foundation
loads and well designed foundation systems, the possibility of foundation
heave will still exist in the event the expansive subsoils become excessively
wetted.
Ps -O E. 84 h
A�� S�v
Ar O . .»'5�t-; es ,
i . r t� P.• 9
•
0 .
i;°., . 7524
• .', .•0 B
CNEN AND ASSOCIATES, INC.
Reviewed By
DEB/med
Donald
ressler, P. E.
Richard . Hepwort
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CHEN AND ASSOCIATES
f
Natural Dry _;^'t Weight - 96.8
Notural Moisture Content - 14,7
*--li---
-- Exp sloriunder constant
rests U re Upon wetting.
i I
I
Typical sample of; Silty, calcareot s clay fecim. Hole 1 at depth 4"0".
1 I
o. i
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fifESSL.FtE - '[a°
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}—_ 1 {A•di4iiidn�lirarpression under
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W! �' 1`� -� c•ns ant ifprysLure due, to wetting.
11 _i,'
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4 r !
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I --i i 1 j 1
IH, 1 s 1 � ; l;Ii
Typical sar^pl'e bf stilt)t, calcareoJs Cl �frcjri Hole�1 et depth 9'-0".
; ; ;
G; 10
, APPLiEr.,' P A1`.. '33U'lit ! - • •f
107.1
1;.7
!I
#14,285
CHEN AND ASSOCIATES
• , . ,
,.._ dd to al a0mpressibn undei ' , , ,
ont n sure dtAp_.t0wetting:,_,';,,
. ;
11 \ , • ; i 1 ; • • 1 ;
! ! !
! • •
1 i
, • I I
‘• • !
H • ;
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Typica sa ple cif calcareous, tila_s_121_111:119ole 2 ait depth 4! -0"....',
, •
• _._ •
p,i
1 ! ! ! a, or, .... ,.. ,,-• - 106,4 _
1 ' t I, I i \ No•,,ro, *•.4, .1, • 4
1 1_1 1 1 i
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,
t - • 1 ' 't . \
i I 1_1___: ------i.------4--- -,„--,4-
i -Additional c.Oripression tinder
contptant pressure due to ',Jetting.
-----1----1--- ,--Ttl"-- -
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_____;_a_;,...,___;.. • _ :,--- ___;.,_...;,_._,... ...__
• , ; . ;
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, , 1 . •
s4pleI 1 V Oci,1 sandy
1 layfrOmH01';&,4 tat depth 91r-0".
1 I 11 I 1
0 i • .......---........................—,,,,..
; o 1 I LLIL: ',
c i
A4'PLIE0 PRIfiSL,MIE -
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Typica
#14,285
Compression - %
2
CHEN AND ASSOCIATES
-r
•
3 I
Natural D'y U-,1* ovs-j1-* = 106.9 c:f
Nat,,Jral Mo:stu,s ' 12.8
-4_4 •
—Additional 'compression under
constant_pressure due to_ wetting.
7_,
Typical sample iof sandy, calcareous play from Hole 3 at depth 9'-0".
! ,
0.1 , J
A * r3 L I E0 PR E SSUt-• r: - ., ;•0
1
•II'ml...•••••••••
Na',1
,), : 3 31 . 4
1
cr, 9
21.6
Exparsion;under constant
pres$u1-0 140n wetting.
! I ,
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I ,
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Y--•---4-•-,-- 44 4-- --i-
Typlipl sample of fine sandy, calpareovs'clasifrom Hole 4 at ,
, ,
i I
, ,
ALI E 0 P allEIlLfWE -
I I •
I , !
4-2.- •
#14,285
eil-Ccrs,c;r:on Test
CHEN AND ASSOCIATES
98.0
Natural Dry Jn'r #4•,,V0 " 4.0
Natur:.l M^!slur• r;art•nt • 2
_ Expansion under constant
pressure upon wetting.
i l ,
•
!- ;from Hole 4
� c ='Y
Typical sample of,fine sand/,cal carious .
at depth 9i' -0'I
OA
p R ES 3 U q --
r-7--••••
T,_r._ ...._--- N t „ _•_ 103.3
13.9
I
o ,
c t i l ! } 1,
;� �I I j' 1 \ I
tot p under constant
1 ,Ex ads i
uxs i i I 1pr sstire!u,;on wetting.
I ! , .1 lyi 1 , I i I_
in 1 I + i
VI
S 2
\ 1 ; . i i , ,
HH' _ —
i ti I I i
i1 tT
,
I - __I__1_._;._
Typical sample of fine sandy,alcareous tiay!from Hole 5 at
depth 4'-0". _ -____._.__a
l I;
I�
A,op......;s c P•tf 37vriC - , st
• Fig. u
t
#14,285
CHEN AND ASSOCIATES
Natural Dry U",• Wiujht
Natural Moisture Content -
87.0 oc#
33.4
�Ll
Expansion Wider
pressure ;upon wetting. .
—t-
constant
i
Typical sample of .leathered claystone Frori +ole 5 at depth it+' -0".
fl.1 .
APPLIED PmESSU,7C - 'a�--
. , " - 103.6
'Typ1c
I 11 I 11
f1!;��
1
N�tu
I
I 1 ii
�
I — EkpBn-
,
Iii—
s i Oil
- — under .. j '
I �~':../ 1' constarvt pressure ,upon wetting.
I ` i
1 i l 1
t I I I ; i;
1 , 1 I I i F
II� i i 1 1
f I I i
1 1 1
1 stmp)e of f �rje! sandy clay, frpm:Hole' 5 .at depth 9'-0".
rl
01 10
1I)5)LIE O C ,J 40 - K a
414,285
,
NATURAL NATURAL DRY
DEPTH
HOLE MOISTURE DENSITY
(FE ET)
(•i.)
CO -- . ; 0 I -I' ; CO I CT)
• . / • • ; .
VD r•-., CR 'O •C C•4
.-- .-- .--
I 4 ;
0 �
• • ;
rel en r--. ,
.
, I
1
r-- r-, 1 t-.4
•
-.1• re% ; -.1"
.- .— , ••-•
,
• • . •
t i
I
I; 1 i
_„,.. t Ii
,•
0.-% �D1
1 • ,
r C•4
.--
1
• I
I
s.,,O i
•
..-
CV ,
0
.
cn
.-
I
1
I
e'l
.1
C'el
—
Co") -7/
• •
— Cn .
C,4 en
I
1
/
1 ,
I I
.
• ,,
I
I
.
.
•
•I
• •
...-
I
.
.
.
I '
1 1
1 1
•
._
I
/
;
I i
/
HOLE LENGTH OF
DEPTH INTERVAL
(In.) (Min.)
36.0 35.0
30.0
30.0
30.0
30.0
36.0
39.0
37.0
38.0
t114,2:35
30.0
30.0
30.0
30.0
30.0
30.0
30.0
30.0
30.0
30.0
30.0
30.0
35.0
30.0
30.0
30.0
30.0
30.0
30.0
30.0
TABLE 11
PERCOLATION TEST RESULTS
WATER DEPTH
AT START
OF INTERVAL
(Inches)
WATER DEPTH
AT END
OF INTERVAL
(Inches)
DROP IN
WATER LEVEL
(Inches)
AVERAGE
PERCOLATION RATE
(Min./Inch.)
16.5
14.75
13.0
12.0
11.25
15.0
14.25
13.5
12.75
12.25
15.0
1:,.0
13.25
12.5
12.0
15.75
14.0
12.5
11.25
10.25
15.75
15.0
14.5
14.0
13.5
14.75
13.0
12.0
11.25
10.5
14.25
13.5
12.75
12.25
11.75
14.0
13.25
12.5
12.0
11.5
14.0
12.5
11.25
10.25
9.50
15.0
14.5
14.0
13.5
13.0
1.75
1.75
1.0
0.75
0.75
0.75
0.75
0.75
0.5
0.5
1.0
0.75
0.75
0.5
0.5
. 1.75
1.5
1.25
1.0
0.75
0.75
0.5
0.5
0.5
0.5
40 Min./In.
60 Min./In.
60 Min./In.
40 Min./In.
60 Min./ln.