HomeMy WebLinkAbout1.0 ApplicationREZONING SUBMISSION
GARFIELD COUNTY AIRPORT INDUSTRIAL
PARK COMPLEX
PROPOSED PUD
Submitted by
JAMES M. BOWERS AND ASSOCIATES, INC.
Planner
For
RIFLE LAND ASSOCIATES, LIMITED
August 30, 1976
REZONING SUBMISSION
GARFIELD COUNTY AIRPORT INDUSTRIAL
PARK COMPLEX
PROPOSED PUD
Submitted by
JAMES M. BOWERS AND ASSOCIATES, INC.
Planner
For
RIFLE LAND ASSOCIATES, LIMITED
August 30, 1976
TABLE OF CONTENTS
LETTER OF INTRODUCTION
1. OBJECTIVES 1
2. REGIONAL ANALYSIS 1
3. MARKET ANALYSIS 4
4. PROPOSED PUD PROVISIONS 19
5. PROPERTY DESCRIPTION 22
6. ENGINEERING 23
7. LIST OF PROPERTY OWNERS
ADJACENT TO COMPLEX 23
RIFLE LAND ASSOCIATES. LTD.
555 - SEVENTEENTH STREET • 916 PATTERSON BUILDING • DENVER. COLORADO 80202 • 303-292-1350
August 30, 1976
Garfield County Planning Commission
Garfield County Board of County Commissioners
Garfield County Courthouse
Glenwood Springs, Colorado 81601
Gentlemen
Submitted herewith are the required application documents for
property owned by Rifle Land Associates, Ltd., for rezoning
from AF -T, Agricultural and Forestry - Transitional, to PUD,
Planned Unit Development, We believe that this development
plan is in keeping with the plans of Garfield County and the
City of Rifle, and that it will enhance the economic base of
the area and the future of th_e Garfield County Airport.
Sincerely
RIFLE LAND ASSOCIATES, LTD.
Owner
Cyt C
ROBERT E. CHANCELLOR
General Partner
Enclosures
1
1. OBJECTIVES
The Garfield County Airport Industrial Park Complex is ideally suited
for a Planned Unit Development. Because of its size, location, and
topographic diversity, only the flexibility of a PUD is appropriate.
The objectives of the Complex are to provide a superior environment
to attract high quality industrial growth to the Rifle Area, and to
provide an amenable residential environment for new workers and their
families. Modern industrial users today choose suburban and rural
locations because of their amenity, spaciousness, parking and easy
transportation access and relative costs of land and construction.
The Complex is so located and laid out to attract diversified industry
catering not only to needs of aviation -related industry but of all
transportation needs of Garfield County, including truck and auto.
The unique availability of natural gas on this site will further add
to its desirability for major industries.
Residential areas are provided to meet a variety of Rifle's housing
needs, from manufactured homes to large lot single family homes, all
unified by preservation of the major natural amenity areas.
The Complex will substantially add to the economic base of Rifle and
vicinity. It will draw manufacturers using process gas who would
not otherwise locate in Rifle, and will help prepare the area for the
advent of further mineral development.
2. REGIONAL ANALYSIS
2.1 DEVELOPMENT SUITABILITY
Development suitability in northwestern Colorado has been rated
in The Future of a Region, a Summary Report, September 1974,
Colorado West Area Council of Governments. Figure 10, repro-
duced here, maps the conclusions of suitability based on soils,
geology, competing uses (agricultural classification) and logis-
tics (elevation, access, air quality, wind velocity, soil ex-
cavatability, local government ability, public services, schools,
colunerical services, civic facilities, and so on). Using these
criteria, the only land in the Rifle vicinity rated positively
for any of four degrees of suitability are those upland plateaus
south of the Colorado River (rated most suitable) including the
Complex site. This is an important consideration in selection
of these lands for development.
2.2 COUNTY PLAN
The General Plan - Garfield County Colorado - 1968 also recognizes
the airport vicinity as a desirable location for industrial land
uses.
1
1
1
1
1
r
1
1
MOT f
COuNTV
•
RIO BLANCO
4
2
• AUT,
-7,1111;4 //x/�i��?iiia
,wort. RIVER MON,/
eon
»uiew•,
GARFIELD
IONSS
v3(/
••<■•J
1
vil
r//A
1 i w»„E
1
1 S%
1
1
?///////ilii a� ».,,-..
3
w
.--
/ nn�
/"!- -.�fl/»•new
CE KOLE %/. � %./ COUNTY
/////. j//� k
/% l//// •.,... —t
,s:' A� cO
COESSIERN
NX
SV,11Aigrir' \t\r,•SCALE Of NOTE ONOFIGURE 10•• • 40' RATING OF DEVELOPABLE LANDItMIMI Most Suitable
1
i I •
I Marginally Suitable
i 1 Least Suitable
o l I Not Suitable
Alternately Suitable
1
uwcewE•»e»E
//xaiii
v vie I-
/ J§
1�
IW
ert
r-
1
1
woNTRosE
couwtr
1
1
.• AD
_A-
3
2.3 GARFIELD COUNTY AIRPORT MASTER PLAN
The Airport Master Plan, completed in June of this year and
recently adopted by the Garfield County Planning Commission, sets
out the development expectations and concerns for this facility.
of the next 20 year period. The plan forecasts aviation activity
during this period and the types of airspace and airfield capac-
ities and facilities needed to satisfy this demand. A large
portion of the study also considers development costs and the
economic feasibility and financing of future airport improvements.
Of particular interest in the consideration of rezoning for the
area of request are the airport layout, land use and airport
access plans. In the airport layout plan, a new runway alignment
is shown in a northwest -southeast direction so as to avoid flights
occurring over Rifle while still maintaining the wind coverage
needed for aviation operations. The location of this runway and
a substantial amount of the area required for taxiways, aprons,
ramps, lighting, and clear zones necessitate land being acquired
from the applicant in this request. Increased avaiation activity
also necessitates the horizontial and conical surfaces of the
aircraft approach zones lying over the applicants' property. All
of these considerations have been incorporated into the land use
plans of Rifle Land Associates, Ltd.
The Airport Master Plan predicts the annual aircraft operation
increasing from the present 15,000 to between 155,000 and 164,000
annual operations in 1995. Enplaned passengers could number
between 90,000 and 95,000 at that time, increasing from between
10,500 to 18,000 in 1980. This future growth is based upon
increased needs in this area for a regional air carrier airport
with a parter service area and the possibility of this being
a destination for charter ski flights. The level of future
operation activity anticipated here requires prudent land use
planning so as to protect public safety and investment in this
facility. The airport plan recommends agriculture and open space
off of the ends of the runway, and industrial development to the
south, for, all of the area with the 1995 noise influence area.
The airport plan notes that the "planned industrial park use
proposed for the area south of the airport would be very compatible
with the airport expansion and would form a good buffer of non -
noise sensitive land use along the south boundary of the airport
site." These land use recommendations have been incorporated into
the development proposals of Rifle Land Associates, Ltd. Ground
access plans have also been incorporated by respecting the ring
road recommendation surrounding the south side of the airport and
by including provisions for roads further to the north as they affect
this ownership.
In conclusion, it should be pointed out that the proposals being
made in this application do not disagree with the Airport Master •
Plan but instead serve to impliment that plan to the maximum extent
that these lands can do so. These land use plans consider the
approach zones and imaginary surfaces of navigational obstructions
to the fullest extent possible and minimize any environmental affects
on the 'COMplex. The plans of both interests are respected and the
substantial aviation needs expected to occur in this area are
accommodated.
4
2.4 HOUSE BILL 1041 ANALYSIS
The following analyses have been prepared by Garfield County
in regard to H.B. 1041. No problems in meeting 1041 guidelines
are foreseen in this project.
Bedrock Geology: The site is underlain with the Wasatch forma-
tion, which underlies much of the Rifle vicinity and presents
no untoward hazards.
Surficial Geology: Terrace gravels and fans predominate, with
foundation materials constituting an acceptable base.
Slope Stability: Only areas on the major hill are rated
"potentially unstable slopes" or "rockfall." These areas have
been designated for Permanent Open Space Reserve in the PUD Plan.
No problems for development on the rest of the site are fore-
seen.
Soils Hazard: Soils are highly expansive corrosive soils. While
not ideal from an engineering standpoint, they are typical of
the Garfield County Area and engineering techniques to handle
them are well known.
Slope Hazards: Steep hillsides are rated "moderate hazard" and
are therefore reserved for Permanent Open Space Reserve.
Soils Hazard Zones: The site lays in the area of "minor hazards,
which are defined as "area(s) of minor, easily mitigated hazard
such as expansive or corrosive soils. . Mitigation involves
design changes or use of special materials."
3. MARKET ANALYSIS
3.1 DEVELOPMENT POTENTIAL
The development potential of any property is dependent on many
items - its location and particular qualities, characteristics
of the community, and overall development potential as determined
by market demand. Market demand for residential units is a
function of population increase - due to natural increase by
births and to immigration into the area. Immigration, in turn,
is related to general levels of population in the nation, the
state, and region, to the availability of housing, to relative
intangibles such as the amenity of the area, and most importantly,
to the availability of jobs in the local economy. It is this
latter factor, jobs, which is a major key to the housing market.
Market for commerical uses, in turn, is related to the state of
the economy and to population level.
5
3.2 NATIONAL FRAMEWORK
The population which the Complex or Rifle community or,
Garfield County might capture is related, in part, to national
demographic trends. According to the 1970 United States
Census, the national population was then 203 million, an
increase of 13% over the 1960 figures. Since that time due
in part to changing attitudes and mores, the national popula-
tion growth rate is decreasing. Regionally, however, immigra-
tion within the country has led to major differences in
population growth and loss in different sections of the
country. In 1970 only 7% of residents in the northeastern
United States were born outside that region and had migrated
to there; in the mountain west, by contrast, 40% of the
population fell into this category. In Colorado itself,
45% of the population in 1970 had come from other regions,
and an additional 4% from other states in the region. Major
reasons for this trend have been seen as the decline in the
quality of life in the older eastern cities and the consequent
exit of population to other regions, primarily the west. The
physical beauty of Colorado and its salubrious climate have
further contributed to the selection of this state as a des-
tination for increasing numbers of people.
Will this trend continue? In 1970, Colorado had a population
of 2,207,000, a 26% increase over the 1960 level, or an average
of 2.6% per year. This growth of course did not take place at
an even rate over that decade, but rather at an accelerating
rate throughout the decade. Reliable estimates peg the top
rate at over 5%, similar to the burgeoning countries of South
America, toward the end of the decade. U.S. Bureau of the Census
estimates indicate that since that time this annual rate has
decreased somewhat, at least on a short terra annual basis.
Informed opinion lays this primarily to the national economic
recession of the past several years and perhaps to a decrease
in environmental quality in the Colorado Front Range, the
prime growth area of the 1960's and early 1970's. Periodically
the U.S. Bureau of the Census issues new population estimates
based on calculations of net natural increase, and net migration
data based, primarily, on tax returns and other such records.
The most recent figures estimate that the state as a whole grew
13.1% between 1970 and 1974 (3.3% per year), still a very healthy
rate of growth over these four years.
A recent article in Fortune magazine ("Why Corporations Are on
the Move," May 1976) suggests an ever increasing movement of
corporations from the northeast to the south and west.
"In just the last five years, for example, seventy-
three of the Fortune 500, or almost 15 percent, have
moved their headquarters from one city to another
. Now a third wave of corporate migration'has
begun to transplant U.S. corporations from the
6
northern and eastern regions of the country
to states in the South and West - roughly
what has lately been labeled ' the Sunbelt.'"
Prime examples are the relocation of the Johns -Manville Corpora-
tion headquarters to exurban Denver and of Eastman Kodak's first
decentralized assembly facility to Windsor, a rural town of
1,500 (1970) in the northern Front Range. Russell Stover Candies
has recently built a factory in Montrose, attracted by an
available labor supply.
The article continues:
"It's likely that a lot more companies will join
them before the wave crests.;. . . The out-
migration of corporations to the South and West
reflects not only the deterioration of the
traditional headquarters cities but also tech-
nological changes and shifts in attitudes and
ways of life. It is hard to imagine what the
[large eastern] cities could do to halt the
outflow, let alone reverse it. . Economic
considerations are not decisive, however, when
it comes to moving a company headquaters . .
The decline of the cities is by far the most
important reason so many corporations have moved
their headquarters. . . ." Quoting one executive,
. . the decision to move out, he says, was
based on 'a subjective judgment that we would
be more comfortable and more productive in an
atmosphere that was - how shall I put this? -
less stressful.'.During the 1960's and
right up into the 1970's, virtually all corpora-
tions that moved out of the cities relocated in
the suburbs. But in just the least few years,
quite a few chief executives have taken their
companies far away from the big cities of the
Northeast and Midwest. This year, 117 of the
Fortune 500 are headquartered in the Sunbelt,
compared with just eighty-four in 1970. (During
that same span, 2.5 million Americans moved to
the region.) What has happened in recent years
is that the development of transportation and
communication technology has cut the cords that
bound big corporations to the traditional head-
quarters cities. Top executives can work far
from New York or Chicago or any huge city and
still be able to roam the globe by air and to
enjoy the services of support organizations,
such as big banks and law firms, that once were
readily available only to city -based corporations."
7
This information indicates that Colorado, and moreover non -
Denver locations, can increasingly expect to capture industries
moving into the Sunbelt.
3.3 STATE FRAMEWORK
The locations of Johns -Manville and Eastman Kodak are what are
often referred to as "bolts of lightning" they were not
necessarily predictable by any growth modeling or planning
process and absolute reasons for their exact locations may
never be completely known. No examination of demographic data
would have predicted those events. It is useful, however,
to look at some existing data and trend projections by way
of background. Economic projections for the state are made
annually for the following year in the Business -Economic
Outlook Forum published jointly by the Colorado Division of
Commerce and Development and the University of Colorado. The
1976 Forum, published in December 1975, projected a continua-
tion of the economic upturn and growth then in progress.
Nationally, the Gross National Product is expected to increase
13% in 1976, with increases in most sectors of the economy.
State population is projected to increase 2.5% to 2,680,000,
with a 2.2% (25,000) increase in the labor force. Personal
income is projected to rise 13.5%, higher than the national
average of 12.7% (constant dollars). Manufactoring employment
is projected to rise by 6%, with largest gains in the categories
-of machinery, wood products, and textiles/apparel/leather
products. Other projected increases include construction
employment 9%; transportation employment 3.5% (including 400
new railroad jobs); financial employment 2%; trade and services
employment 3.5%; tourist expenditure 12.4%; and government
employment 3.3%. A total of 31,000 new jobs are projected in
Colorado for 1976.
This "moderately optimistic" outlook is based on a share of a
national economy with a similar outlook. As the national out-
look improves over time, Colorado's share should improve and
expand at an even faster rate. Governor Richard D. Lamm stated
in a policy message of October 13, 1975:
"Colorado must attract and provide incentives for
a variety of industries which are economically and
socially beneficial, environmentally desirable,
relatively insulated from adverse external in-
fluences and possessing sound objectives for the
future. . . . A statewide effort is being made
by state and local governments, local Chambers of
Commerce and their industrial foundations as well
as private businesses to identify and establish
8
regional areas desiring additional growth.
Efforts also are being made to revitalize
those geographic areas which have been losing
population. We commend this effort and
believe that a specific attempt must be made
to provide people in rural areas with mean-
ingful jobs near their homes. . . An effort
must be made to encourage job -generating
industries to locate in . out -state
areas where growth is desirable . .
He goes on to say:
"Colorado state government will help local
communities prepare for projected growth
while striving to redirect excessive Front
Range growth patterns. A specific effort
must be made to balance the distribution of
population in the state. . . . [We should]
. . . Encourage primary new growth . . . in
areas outside the Front Range . . . . A
special attempt must be made to encourage
greater job opportunities for the citizens
of Colorado. The introduction of new jobs
in these areas which can directly benefit
from enhanced employment and increased
population levels will be a specific objective
State government should be decen-
tralized and reorganized wherever possible
to improve state services and help divert
growth outside the immediate Front Range
area."
National and state information both, then, would suggest that
Rifle may experience growth that a few years ago might not have
been expected in the normal course of events.
3.4 ENERGY DEVELOPMENT
Major and immediate growth had been forecast for northwestern
Colorado based on increased energy development in the area to
counteract decreasing national energy resources and as a part
of "Project Independence" designed to decrease America's
dependence on foreign oil. The implementation of this active
energy development policy depends on complex political and
economic decisions made outside of Garfield County and ofttirnes
outside of Colorado and even the United States. Rifle occupies
a crucial geographical location in relation to potential oil
shale development. Major development of this resource would
mean major growth for Rifle. In December 1974 the Governor's
Office published the so-called "Rapp Report" (Impact, An
Assessment of the Impact of Oil Shale Development - Colorado
Planning and Management Region II, in particular, Volume V,
9
"Population Analysis") which showed Garfield County's population
increasing from 17,000 in 1974 to from 20,000 to 23,000 in 1985
under normal "base" (without oil shale development) conditions.
Oil shale development would increase this range to 29,000 to
31,000 in 1985. The figures for Rifle showed an increase from
an existing 2,300 to the range of 2,600 to 3,000 in 1985 under
base conditions and 9,400 to 9,700 with the development of oil
shale. By 1985, oil shale was to be still in the relatively
early stages of the boom, with the potential for far greater
population increases as the industry developed its full potential.
Other projections published in the Garfield County Airport Master
Plan, Mountain Affiliates, Frisco, Colorado, June 1, 1976, show
somewhat higher figures, based on a consensus arrived at by that
Study. They estimate 1976 County population to be 20,120; 1980
range 26,000 to 45,000; and 1985 range 27,000 to 58,000. These
data are based on expected oil shale development and are based
on original estimates of 1974 and may be more questonable than
some others.
The most recent projections from the Colorado Division of Planning
(Colorado Population Projections, 1970 - 2000, April 1976) indicate
a 1976 population of about 18,000 increasing to between 19,000
and 20,000 in 1980 and between 20,000 and 21,500 in 1985.
The Colorado West Area Council of Governments in Rifle estimates
the July 1975 Rifle population to have been 2,750, growing to
2,900 in December 1975 (Marty Dicker, CWACOG, July 22, 1976,
phone conversation). See Table 1 for a summary of comparative
population projections.
As we know, much of the major oil shale development has now been
postponed. While many reasons have been cited by the oil
companies, the decisive reasons are probably the lack of
federally -guaranteed loans for oil shale plants and lack of
federal price -guarantees on the oil. While these decisions
appear firm for the present, they could quickly be changed
should international politics change. It is certain that the
"oil shale" projections will not be reached when anticipated;
it is however conceivable that numbers like them will be reached
should oil shale development again accelerate. It is reasonable
to assume that some day this resource will be sufficiently
valuable to justify exploitation. Even in the absence of major
oil shale development, some effects of other energy development
are now and will continue to be felt in the Rifle -Garfield
County area. There are oil, gas;, and coal resources in
northwestern Colorado. Rifle's location on I-70 at the terminus
of Highways 13 and 789, the main north -south route in north-
western Colorado, assures that it will benefit from economic
growth in those corridors.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
LJ
0
LL)
WITH OIL SHALE
Ln
Q1
al
r
CC
:Pe
CD
0
0
w
in
01
Q
Z
Q
Z
�
01
r—
1
coO
uO CO
LO
CO r—
C.I CO
0
0
0
CO
[.0
<
Z
1
1\ 0
0 �
w w
01 01
0
01
r—
1
CD O
r... .dr
Lco ^�
r,.. 01
CV N
0
o
LC)
Q
Z
LO 117
1 CO
on n
01 01
WITHOUT OIL SHALE
14)
01
1•
r
;?
O
O
CD
O
w
01
1
CV t --
M LO
N N.
on n
N N=
10
CO
01
r
1
C0 CO
01 O
‘7N
n
CD CO
CV N
O
co
O
w
r-
N
1
d -r--.
MM
NLC)
Vt n
O r
N CV
1
C`,1 (.0
10r
l0 0
w w
N CO
000
0)
r
1
LC) (.0
L!) N -
C ^M
00 O
r— (\I
O
O
O
:0
N
I
O h
CO N
0
01 0.1
r r
1
1.0 0
01 0
CO 1.0
N N
EXISTING
1.
1S)
'.0
on
CO
r—
1
11) d'
(U r-..
r— \
n0
r -r
r-- `i
L0
r`
01
r
O
N
r
w
r
C'I
cr
LC)
01
4.
r-.
r
1
r—
CO L0
LID 1--,
n01
r.r
r `i
2,306 - 2,410
(10/74)
SOURCE
COUNTY
IRAPP
1 AIRPORT "CONSENSUS"
DIVISION OF PLANNING
RIFLE
RAPP
See Section 3.4 of this report.
10
3.5 LOCAL FRAMEWORK
As the state grew by 13.1% in the 1970-1974 period, Garfield
County grew 11.4%. Its net migration rate, 8.2%, almost
equaled that of the state's, 8.9%. In general, during that
period the fastest growing counties in the state were the
suburban-exurban Front Range counties and the ski areas -
recreation -area mountain counties. For instance, in the
Denver region Douglas County grew 71% (on a base of only
8,500); Arapahoe 27%; and Jefferson 25%. In the mountains,
Eagle County grew by 32%, Grand 38%, Routt #5%, and Park 55%.
Many other rural western Colorado counties showed fewer signs
of growth than did Garfield - Mesa 5%, Rio Blanco 7%, and
Delta 7%. Almost one-third of the state's counties lost
population during that period. Only Moffat County in Region
11 approached Garfield's growth rate at 10.5%.
In the period 1960-1970 the County grew by 23.3%, comparing
favorably with the state, 25.8%, and with Mesa, 7.2%; Moffat,
-7.6%; and Rio Blanco, -6.0%. The 1970 population of the
County was 14,821, Rifle 2,031, and the Rifle Census Division
(a band about 10 miles east -west running along Highways 13
and 789), 3,297. There are an estimated 2,255 people in the
greater Rifle community and 19,049 in the commuting area
today. Household size is relatively small at 2.98 (state:
3.08). Median family income at $8,380 was substantially lower
than the state average, $9,555, but was the highest in Region
11. Percent of families below the "poverty" level is higher
than in the state as a whole. This does not suggest widespread
poverty but rather that the economy is less developed and
that the cost of living is lower than in other areas.
The completion of construction of I-70 west to Rifle and its
ultimate completion through the Eagle and Colorado River Valleys
will increase the accessibility of Rifle and make it a more
desirable location for industrial development.
The Garfield County Airport is the subject of a recent Master
Plan (Mountain Affiliates, Frisco, Colorado, July 1, 1976).
Annual Operations are projected to at least double (from 15,000
to 28,000) by 1980 and perhaps reach 64,000 by that time, the
latter figure based on major oil shale development in the
region. The 1985 figures are 56,000 to 99,000 and 1995, 155,000
to 164,000.
3.6 GARFIELD COUNTY INDUSTRIAL PARK
This property is strategically located in relation to I-70 and
the proposed interchanges, and to the airport. Even before
major oil shale development, this area will assume added impor-
tance due to its transportation advantages.
12
3.6.1 Natural Gas to Site
The property also has added potential due to the avail-
ability of natural gas to the site. The developer is
owner of natural gas wells in the Piceance Basin. An
existing gas line is available to transport gas to the
Complex. It is anticipated that firm suppTy contracts
will be signed for 15 to 20 year periods. This resource
will be a crucial factor in the attraction of industrial
uses to the Complex. Information on gas supply and
demand below has been developed from contracts with the
following people:
Darrel Darlington, PsCo, Rifle Office (571-7511 Denver phone)
Fred Nielander, PsCo, Denver, 571-7511
Gene Cavilier, Esq., State Consumer Law Office, 892-2541
Kent Teal, Colorado P.U.C., 892-3181
Ray Davidson, Western Governor's Regional Energy Policy
Office, 371-4280
Mr. Monroe, Rocky Mountain Oil and Gas Association, 534-8261
Dwight Neill and Jack Olsen, State Division of Commerce
and Development, 892-2205
3.6.2 Supply
Nationally, FPC estimates that the supply of natural gas
will be 25% below the need in the winter of 1976. No
shortages are expected in Colorado however (Davidson).
PsCo is concerned about Front Range supplies because CIG,
the supplier, has obtained no new supplies since 1972
(Nielander). There have been no new industrial connections
on the eastern slope for over three years. In fact, there
have been a number of disconnections of industrial users,
including CF&I, Great Western Sugar, and Holly Sugar.
Industries can better afford to use electricity, coal, or
oil fuels than can residential users (Cavalier). The
situation on the Western Slope is different, at least at
present. There are no waiting lists for any types of
customers in the Rifle area. The only limitations may be
in the financial feasibility of a particular gas main
and that they will not add a commerical or industrial
user which uses more than 7,500 cu ft/hr on one meter
and/or 3,500 hrs/yr maximum. This gas, while it has been
in plentiful supply on the Western Slope, has not been
shipped to the Front Range because of the lack of pipeline
capacity. A new pipeline to the Front Range is currently
being planned by Western Slope Gas Company, supplier of
Public Service Company of Colorado. If the gas available
to the Complex is not utilized on this site, there are chances
it will be shipped to the Front Range and lost to Western
Colorado. (Rangely Times, August 5, 1976,.Page 9)
13
3.6.3 Demand
Natural gas for processing cauld be an important locator
for industry. For instance, a new fibreboard insulation
plant is being built in Fruita primarily because of the
good gas availability there (for market reasons they
would have preferred to locate in NE Colorado). The new
Coors Porcelain plant will site in Grand Junction partially
because of the gas (Neill).
Other gas -using customers might include glass factories,
fertilizer plants, many metals industries including plating,
carbon black plants, and portland cement plants.
3.6.4 Priorities
There are "categories," suggested by the FPC and adopted
by the State PUC for gas connection and "priorities" for
curtailment. Of nine priorities, numbers 3 - 9 apply to
various industrial categories (Cavilier).
Gas can be sold from one well to one (or perhaps two) separate
customers without going through a utility company. Monfort
buys gas this way; it is still subject to PUC regulations
of the pipeline however (Caviller). All pipelines in
Colorado are regulated by the FPC except the trans -Colorado
CIG line, which.is PUC regulated. It is very hard to sell
gas except to a utility company (Teal, Cavilier) if more
than one or two customers are involved.
3.6.5 Conclusion
It is obvious that the guaranteed availability of process
natural gas from the developer's own wells, guaranteeing
gas to industrial users, will be an important factor in
attracting industries. The Complex can be expected to
attract industry to the site which would otherwise not
locate in the Rifle area.
3.7 POTENTIAL MARKET
Because they are most recent and are apt to best reflect recent
downturns in the oil shale industry, the April 1976 Colorado
Division of Planning figures appear most realistic at the present,
based on existing known conditions.
To reiterate those figures, rounded to the nearest hundred:
14
Garfield County Total Population
Existing 17,600 - 18,000
1980 19,000 - 19,700
1985 20,200 - 21,500
1995 22,200 - 25,600
This growth has been projected based on past trends and existing
demographic data. Both this total level of growth and the pro-
portion which the Rifle area can be expected to capture, can be
influenced by specific decisions in the market place. For
instance, the development of oil shale would double or triple
these projections (See Table 1). Other industrial development
will likewise increase both the County totals and Rifle's share
thereof. National experience has indicated that the introduction
of a major employer or employers draw the population required to
fill new basic (industrial) and service positions, and/or to
replace existing local residents in their former jobs who fill
the new jobs.
The Rifle area can be expected to capture a major proportion of
the area's new growth for the following reasons:
• Its location at the juncture of the newest portion
of I-70 and Highways 13 and 789 makes it a logical
location for industrial development, especially
warehousing and regional distribution centers, and
industrial and machinery servicing, repair and
maintenance of all sorts.
o The Garfield County Airport is planned to grow into
a major regional transportation center and can be
expected to attract industrial park and office -type
growth.
o The combination of rail - Interstate Highway - and
airport transportation is growth -inducing, especially
for employers such as industrial and service type
uses.
• Rifle presently has several state and federal offices
Governor's Oil Shale Coordination, Division of Wild-
life (hatchery), State Board of Stock Inspection,
Energy Research and Development Administration (Anvil
Points Project)., the Federal Regional Council, the
U.S. Forest Service and so on. It is also the site
of the Colorado West Area Council of Governments.
15
It is logical to expect further such offices in the
town, both those needed in the region and as a part
of the State's efforts at decentralization.
• The availability of gas in the Grand Junction area is
a proven inducement to industrial location. It can
be expected that the introduction of a new gas source
in Rifle will have a similar effect. New industries
will be attracted to the Complex which are not
reflected in existing population projections. Total
population, employment participation rates, and total
employment in the area can be expected to be more a
function of industrial opportunities marketed rather
than of past trends.
For these reasons, it is assumed that Rifle will capture 50% of
the County's added growth. Any development of oil shale will
of course lead to even greater growth (See Table 2).
For Rifle:
At 3.0 persons per household, this added population of
2,300 - 3,800 means 770 - 1,270 new dwelling units in
a 20 year period.
o At 50% Labor Force Participation Rate, this means about
1,150 - 1,900 new jobs (50% of 2,300 - 3,800).
o At a 1 to 2 basic to service ratio, this is 385 to 635
basic jobs and 765 to 1,265 service jobs.
The Complex has a number of important advantages for industrial
use:
• Location adjacent Garfield County Airport.
o Location adjacent 1-70 underpass and potential
interchange.
-O Sufficient size to be attractive to major industrial
users.
• Availability of natural gas.
• Ownership with the desire and ability to develop land
into a superior, marketable property.
o A tract of land highly suited to industrial and other
development.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
N
a)
(13I—
PROJECTED POPULATION
RIFLE
TOTAL
O
O
tet•
N
1
O
M
N
O
to
N
C)
1
O
O
Cr)
O
to
r
ct
1
O
lU
M
O
O
N
LC)
O
l0
ADDED
Cumulative
O
U')
co
1
O
1.
O
LC)
N.
w
r—
1
O
M
w
r
O
O
03
w
M
1
Q
M
w
N
Increment
O
LC)
03
1
O
O
1's,
O
O
CI
O
O
tD
O
to
O
N
1
O
O
O
r
COUNTY
TOTAL
II
17,000 - 18,000
19,000 - 19,700
20,200 - 21,500
22,200 - 25,600
LADDED
O
i....
w
r
1
O
O
It
r
O
co
w
r
1
O
OO
N
w
r
O
r ---
w
Ct
1
O
O
IN
N I
C7
F--1
1..
(P)
X
111
O
co
rn
r
1
tiD
n
dl
r
to
co
rn
r
1
r
co
cr,
r
to
Ol
CI
r
1
110
co
c71
r
kdo
Ql
r
Colorado Division of Planning, April
50% of County
16
17
For these reasons, it is reasonable to expect that the Complex
can capture 60% of the basic jobs and 40% of the service jobs,
or 230 - 380 basic jobs and 310 - 510 service jobs, or a total
of 540 - 890 jobs.
The plan and marketing strategy are aimed at attracting a variety
of industrial and office type users (See Table 3).
3.7.1 Offices
Two areas for "Office and Transportation -related Commerical"
are provided, totaling 27 acres. These uses are generally
relatively intensely used (10 employees per acre). They
are located along 1-70 because of the high visibility and
superior image provided. Proximity to the airport terminal
area adds to the desirability of these properties. Typical
uses will include government offices, resource company
regional headquarters offices, professional offices and
so on.
Phase I 17 acres 170 employees
Phase II 10 100
Maximum 0 0
TOTAL: 27 acres 270 employees
3.7.2 Office, Research, and Light Manufacturing
These office uses are similar to those above. In addition,
these areas include "light manufacturing" type uses. These
are typically small facilities, occupying 1 to 2 acres each
and employing fewer than 20 people per plant, with an
average of 8 employees per acre. Included are industrial
service and repair type facilities. Research facilities
include laboratories, research and development facilities,
testing facilities, and so on.
Phase I 20 acres 160 employees
Phase II 20 160
Maximum 20 160
TOTAL: 60 acres 480 employees
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
M
w
NUMBER OF JOBS
Light Industrial1
& Warehousing Total
O
M
..Zr
O
r
"
O
cY
CO
LC)
r—
Cr
LC)
L.[)
N
w
r
O
O
r
O
Ln
r
O
LC)
N
u
LO
CV
in
O
LC)
Office, Research & Light
Manufacturing
O
l0
r
O
l0
r--
O
N
M
O
LO
r—
'
i
O
CO
GT
Office & Transportation -
related Commerical
O
[�
r
O
O
r—
O
r\
N
f
i
O
r\
N
Phase I
Phase II
Total, Phases I & II
Maximum Phase
Total, All Phases
18
19
3.7.3 Light Industrial and Warehousing
These areas include large and medium sized industries.
Some will undoubtedly be attracted by the availability
of process gas on the site, and include all types of
manufacturing which uses gas. Typical uses are fer-
tilizer manufacture and metals processing, fabrication
and plating, and building materials manufacturing, such
as insulation. Also locating here may be large servicing
and repair facilities serving the mineral extraction
industries and other industries in the Complex. Because
of the important transportation assets of the site,
warehousing and distribution facilities will be attracted.
The combination of the location of the site on I-70 and
its location adjacent to the Garfield County Airport make
the site an obvious location for warehousing and distri-
bution of commodities and servicing of equipment. These
types of uses employ 2.5 persons per acre.
Phase I 40 acres 100 employees
Phase II 60 150
Maximum 102 255
TOTAL: 202 acres 505 employees
3.7.4 Residential Units
Residehtial units are developed to house 75% of the employees
generated by the employment activities during the first two
phases. By the end of the Maximum Phase it is assumed that
a self-sustaining level of economic activity will be gen-
erated, with other developments in the vicinity generating
additional employment. In addition, the possibilities of
a Junior College and additional energy development, including
oil shale, will create added demand for housing beyond Phase
II. Therefore, additional housing units are projected for
this Maximum Phase (See Table 4).
4. PROPOSED PUD PROVISIONS
4.1 EMPLOYMENT/HOUSING
It is the owner's intent to develop housing in numbers equal to
about 75% of the jobs generated during the first two Phases of
the project. Furthermore, in order to minimize unbalanced front
end costs to the local governments serving the area, places of
employment will be developed within the Complex before or at
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Single Family
Housing Total
0
o
M
0
-
CO
0
cz-
4.0
0
4.0
CO
0
0
in
w
0
in
r-
0
l0
r
0
r
M
0
r
0
N
n
Manufactured
Housing
O
Ln
I-.
0
CO
r
0
M
C)
0
Lf)
O
00
n
1
Phase I
•
Phase II
Total, Phases I & lI
Maximum Phase
Total, All Phases
20
21
the same time as the start of development of the housing areas.
At such time as specific industries make firm commitments to
locate within the Complex the owner shall have the right to
appear before the County, present evidence of such commitments
and be allowed to proceed ahead with appropriate residential
development.
4.2 SCHOOL FACILITIES
A fifteen acre elementary school site acceptable to the Garfield
School District # RE -2 will be dedicated at the time of the filing
of the first plat in the Complex with the provision that the site
be utilized for school purposes only.
A fifty-five acre junior/senior high school site will be reserved
for possible future use.
4.3 USE DEFINITIONS
4.3.1 Office and Transportation -related Commerical. Office for
the conduct of a business or profession, for example:
Administrative and executive offices; consulting services
offices; and financial institutions. Transportation -
related commerical shall include motels, restaurants, and
auto and truck service facilities.
4.3.2 Office, Research, and Light Manufacturing. Office, see
paragraph 4.3.1 above. Research, laboratories, for
example: Basic and applied research; experimental; and
testing. Light manufacturing shall include manufacturing,
fabrication, processing, or assembly of products provided
that all uses are conducted within a structure and that
no dust, noise, glare or vibration is projected beyond the
lot.
4.3.3 Light Industrial and Warehousing. Office, research,
manufacturing, wholesale sale, warehousing, storage, and
the repair and servicing of any commodity manufactured or
fabricated in the area.
4.3.4 Manufactured Housing. Modular housing and mobile homes.
4.3.5 Convenience Commerical. Convenience grocery store, service
station, drug store, ia.undromat and other similar uses.
22
4.3.6 Community Services. Public and quasi -public buildings
and/or uses of administration, educational, religious,
cultural, or public service nature.
4.3.7 Agricultural. Farm, garden, greenhouse, nursery, orchard,
and ranch.
4.3.8 Tourist Recreational. Horseback riding stables, target
ranges, lodges and rooms for visitors and facilities for
camping, fishing, hiking and picnicking.
4.4 After zoning has been granted and the preliminary PUD plan
approved, the owner will proceed ahead with the platting of the
area in keeping with the approved plan. Approval of such platting
and other required implementing steps shall not be unreasonably
withheld.
5. PROPERTY DESCRIPTION
The property as described and recorded in the Office of the Clerk and
Recorder of Garfield County Colorado as Document Number 238251 is as
follows:
All of Lots 2, 3,.and 4 of Section 18, Township 6 South,
Range 92 West of the Sixth Principal Meridian. The South
One-half (S1/2), the South One-half of the Northeast One-
quarter (S 1/2, NE 1/4), the Southeast One-quarter of the
Northwest One-quarter (SE 1/4 NW 1/4), and Lot 2 of Section
13; the North One-half of the Southeast One-quarter (N 1/2
SE 1/4), and the Southeast One-quarter of the Southeast
One-quarter (SE 1/4 SE 1/4), of Section 14; the Northeast
One-quarter of the Southeast One-quarter (NE 1/4 SE 1/4)
of Section 23; the East One-half (E 1/2) of Section 25;
and all of Section 24, all within Township 6 South (T6S),
Range 63 West (R63W) of the Sixth Principal Meridian,
excepting those tracts or parcels of land heretofore
conveyed by deeds recorded in the Office of the Clerk and
Recorder of Garfield County Colorado as Document Number
147785, Document Number 157658, Document Number 159053
and Document Number 233104, and excepting the following
described tract of land, beginning at the Northeast corner
of Lot 2 of said Section 13, thence S00°00'53"W along the
west line of Lot 2 a distance of 247.39 feet, thence
S89°04'10"E a distance of 1,073.43 feet; thence S89°34140"E
23
a distance of 305.90 feet; thence N89°42'20"E a distance of
518.00 feet; thence S54°42'40"E a distance of 588.10 feet;
thence N74°03'20"E a distance of 696.90 feet; thence
N68°16'20"E a distance of 347.70 feet; thence N17°53'50"E
a distance of 284.26 feet; thence N89°47'00"W a distance
of 3,457.81 feet to the true point of beginning.
Total Acreage 1,610.43 ± Acres
6. ENGINEERING
Required Engineering Data for this PUD application has been submitted
under separate cover by Theron V. Garel, PE.
7. LIST OF PROPERTY OWNERS ADJACENT TO COMPLEX
Valley Farms, Inc., Box 248, Silt, Colorado 81652
Andrew and Beverly Julius, Route #1, Box 76B, Silt, Colorado 81652
Catherine Wall, 1940 Evergreen, Antioch, California 94509
J. Cooke Wilson/C. T. Garth, 603 Lincoln Liberty Life Building, Houston,
Texas 77002
Jake and Frieda Shaeffer, 0447 346 Road, Rifle, Colorado 81650
Benzel Livestock Company, 0437 131 Road, Glenwood Springs, Colorado 81601
Jake Billingsley and Company, 200 Durango Court, Irving, Texas 75062
Bureau of Land Management, Glenwood Springs Resource Area, 113 9th,
Glenwood Springs, Colorado 81601
Colorado Ute Electric Association, P. 0. Box 1149, Montrose, Colorado 81401
Agnes Hunt, Craig Star Route, Rio Blanco, Colorado 81651
City of Rifle, Mayor and City Council, 337 East Avenue, Rifle, Colorado
81650
F. Kent Wilson, Box 128, Rifle, Colorado 81650
Garfield County Airport Authority, % County Commissioners Office,
Garfield County Courthouse, Glenwood Springs, Colorado 81601
Mile Hi Aviation, Garfield County Airport, Rifle, Colorado 81650
24
Colorado Division of Highways, District 4, Richard Prosence, 606 South
9th, Grand Junction, Colorado 81501
Colorado Division of Highways, Engineering Office, 0279 164 Road, Glenwood
Springs, Colroado 81601
Guy C. Snyder, 3495 346 Road, Rifle, Colorado 81650
James G. Snyder, 3879 346 Road, Rifle, Colorado 81650
1� l..
NOV 19 1976
tA'N
WATER AND SANITATION SERVICE P --
GARFTELD COUNTY AIRPORT INDUSTRIAL PAR'K"'COi P rXPLNN(dER
The Sanitation Service Area will encompass the subject pro-
perties and the lands occupied by the Garfield County Air-
port, provided such area is desirous of being included there-
in.
This Service Area is proposed to be included with a Water and
Sanitation District.
The 'procedure to be followed in establishing a Water and San-
itation District is prescribed by Statutes of the State of
Colorado.
1. Proposed Area To Be Included Within Initial District
The land areas to be included within the boundaries
of the initial District are described as follows:
The South One-ha24 o4 the NoAthea6t One -quartet (S
1/2, NE 1/4); the Southeast One-quaAten o4 the NoActh-
wez, One-quaAter, (SE 1/4, NW 1/4); Lot Number Two
(2); and the South One-hat4 (S 1/2), ate o4 Section
13; the Southeast One-quarter (SE 1/4), o4 Section
14; the Northeast One-quarter o4 the Southeast One-
quarLeA, (NE 1/4, SE 1/4) o4 Section 23, ate o4 Sec-
tion 24; the Eat One -hat (E 1/2) of Section 25,
aLe in Township 6 South, Range 93 Glee o4 the Sixth
PtincJ paZ Meridian (6th PM) and Lot4 2, 3, and 4 in
Section 18, Township 6 South, Range 92 West o4 the
Sixth Pnine pat McAJdJan (6th PM) .
The above described parcels of land have a total of
1776.448 acres.
2. Characteristics Of Proposed Development
The principal purpose of the proposed development is
to provide an industrial park which will allow for
the utilization of natural hydro -carbon resources
which are not available on the subject properties
and of which greater quantities may become available
from time to time from the general area. The prin-
cipal hydro -carbon resources which are presently
available are natural gases.
The major gas pipeline which traverses through the
properties is owned and operated by the Cascade Nat-
ural. Gas Corporation. The Federal Power Commission
has designated this line as a common carrier for
natural gas. The gas line presently inter-connects
the Piceance Creek gas fields in Rio Blanco County
with the Divide Creek gas fields in Garfield County.
Thus, there are considerable quantities of natural
gas reserves to assure manufacturers of a firm sup-
ply for numerous years.
Furthermore, since natural gas is an extremely uni-
form and clean source of energy and/or certain groups
of hydro-carbons, it is preferred by certain indus-
tries in the manufacturer of plastic products, fer-
tilizers and food processors. The production of
particulate matter is very minimal as natural gas is
burned. This is evidenced by its use in the dry cer-
eal industry for the roasting of grains by dry heat
from fired gases. Thus, the potential air pollution
problems will be very minimal and easily controlled
by industrial developments utilizing natural gases
as their raw resources.
To minimize the energies spent in transporting per-
sons employed by manufacturers located within the
proposed industrial park, land has been set aside
for residential development in support of the needs
of projected industrial growth. Water resources
which are presently available on the subject proper-
ties are more than adequate to support the anticipa-
ted needs of the projected industrial growth. (See
Water Augmentation Plan).
Immediately adjacent to the subject properties are
existing or potential Interstate transportation fac-
ilities, including railroad, highway and air. Thus,
products manufactured, regardless of their volume or
size, may be readily transported to market areas by
available transportation services.
The Interstate Highway is presently under construc-
tion and will be completed through the State of Colo-
rado by 1980.
The existing airport facilities will need improve-
ment to accommodate air transports. In turn, the
industrial developments which will utilize these
facilities, can and may, pay for such needed improve-
ments.
Thus, properties have been set aside within the pro-
posed development to allow for the expansion of the
airport facilities, and to allow for the improvement
of traffic flows to and from the Interstate Highway
as well as the adjacent service roads connecting the
area with the adjacent cities and towns.
3. Projected Development
The projected land use and contributing population
anticipated to be carried by the subject properties
will be described as follows:
Estimated
Total Number Contributing
Description Of Land Use Acreage Of Units Population
Airport Facilities 340 400
Industrial Facilities 220 1,200
Single Family Units 206 460 1,748
Multiple Family Units 32 474 1,422
Mobile Home Units 44 230 552
Green Belt or Open Space 934.5
Totals 1776.5 1,164 5,322
4. Projected Water Usage Requirements
Based on water usage rates defined in the Water Aug-
mentation Plan for the various uses to serve the
above defined, development, the water usage require-
ments are as follows:
Average Daily Water Usage for Year:
Average Daily Water Usage For Peak
Month:
Peak Daily:
Total Usage for Year:
5. Projected Sanitary Wastewater Flows
The projected sanitary wastewater flows will be based
on data set forth in the Water Augmentation Plan. In
summary of the depletions established therein, the
sanitary wastewater to be generated by the proposed
development is projected as follows:
592,000 GPD
1,237,000 GPD
4,642,000 GPD
215.62 MG
Average Daily Flow for Year: 282,000 GPD
Peak Daily Flow: 368,000 GPD
6. Projected Growth
The projected growth of the project will he based on
the following schedule:
Approval of Preliminary Plans:
Adoption of First Filing of Indus-
trial Park Platting:
Construction of First Industrial
Manufacturing Unit Completed:
July 1975
August 1976
September 1978
The initial industrial unit will employ some estima-
ted 120 persons. The industrial area will probably
by 90 percent developed within the following ten
year period.
7. Design Criteria For Sanitary Wastewater Facilities
The proposed service plan will include the construc-
tion of the water and sanitary wastewater facilities
as shown on the attached plans.
The initial sanitary wastewater treatment facilities
will be phased to satisfy the needs of the area as
various developments occur. The initial plant fac-
ility will have a capability of processing from
30,000 GPD to 50,000 GPD of domestic sanitary waste-
water to the quality as may be required by the Water
Quality Management Plan for the area as such plans
are developed by the appropriate authorities. Such
a plant will probably include facilities to provide
bio -logical degradation of organic water, chemical
precipitation and clarification of dissolved phos-
phorous ions, and disinfectant by chlorination.
The initial plant will be located near the Northwest
boundary of the property within the Dry Creek Drain-
age so that return flows may be discharged to either
the Last Chance Ditch or the Colorado River as may
be required by the final Water Augmentation Plan.
At such time as other central sanitary wastewater
treatment facilities are made available, these fac-
ilities will be abandoned and the collection system
will be connected thereto.
8. Funding Of Project Costs
The various project costs of installing water and
sanitary wastewater facilities, and related opera-
ting and maintenance costs will be paid for by re-
venues generated from the development.
These revenues will be in the form of advanced con-
nection or tap fees to be paid at the time of land
sales and by annual service charges.
ANALYSIS OF PROPOSED WATER SUPPLY
Genenal
The genenal plan to pnovi.de a potable domestic waters
.supply ban the pnopoaed developments within the boundan,ie4
ob the Ganbield County A.i,npont Industn.ial Panl2 Complex -L4
based upon the utilization ob existing waten4 that have his -
tonically been applied to these same lands bon vaAious othen
pa/gooses.
The initial watens to be utilized will be waten4 onig i-
nat.i.ng bnom natunal 4pn.ings situated on the subject pnopen-
ties which have been h.istonict ly utilized bon stock waten-
.ing, agn.icultunal innigat.ion and bon domestic punpose4.
At such time az the quantity ob waters pnodueed {nom
these natural spAings ane .inns ub b.ie.ient to sat.is b y the needs
ob the development, waters d.ivented bnom °then 4unbaee waters
4ouneeb skate be utitized to supplement the spn.ing waters.
The pnopo.sed development will utilize waten4 bon domes-
tic, .induatn.ial and agn.icultunal punposes.
The waters utilized bon domestic punposes shall be ne-
tunned to the hydnaul.ie system ob the Colorado Riven by a
central wastewater collection and treatment system.
In aceondance with Senate Bat 35, the State Eng.ineen
bon the State ob Co.Ponado is nequ,ined to nev.iew and evaluate
the pnopo4ed waters plan to senve a new development and det-
enm.Lne .its soundness.
It should be bunthen noted that an approval ob a plan by
the State Eng.Lneen as to soundness, does not pnectude bun -
then objections to such a plan by others waters users which
may be abbeeted by such a plan.
Therebone, .it .is the pappose ob this p.ean, not only to
meet the min..ma.e nequ.i.nements as may be estabt.iIshed by the
State Eng-Lneen`4 eva.e.uation, but atzo, to anticipate any
othen e.ineumstanee4 on conditions which may be non-benebic-
.ial to others waters us encs .
The p.ean will be developed and analyzed under the van-
.ioun anew. ob ,.nteneSt ass hollows:
1. Determination Of Projected Water Usages To Be Ex-
perienced By The Proposed Development
The projected volumes of water and rates of water
usage to be experienced under the proposed develop-
ment as may be necessary to satisfy the various
needs and beneficial purposes will be therein estab-
lished.
2. Determination Of Projected Water Depletions
The projected volumes of water depletions under the
various water usages as determined and defined under
"1" above will be determined for the proposed devel-
opment.
3. Definement Of Sources Of Water Supplies
The various sources of water supplies that have been
utilized on the subject lands shall be defined. The
adjudicated rights to divert water from these var-
ious sources will be described in conjunction with
the quantities of water which have been historically
diverted and beneficially applied to the various
uses in the past.
4. Determination Of Depletions To The Hydraulic System
Under Past Usages
The historic depletions of water from the hydraulic
system of the Colorado River that has been exper-
ienced under the historic usage of water from the
various sources as defined in "4" above will be
herein determined.
5. Definement Of Water Management
Any changes in the quantity of water which may be
available to the hydraulic system under the proposed
uses as compared with past usages will be herein de-
termined. In addition to any changes in Quantities
of water, any changes in times at which water may be
available will also be determined.
Any benefits and/or damages which may result in
changes in water management will be described.
6. Proposed Augmentation Plan
The proposed plan of water augmentation to satisfy
changes in water management under proposed uses will
be described so that the amendability of such
planned changes with other existing water rights may
be defined.
7. Water Service Plan
The water service plan whereby the waters will be
diverted from their various sources, processed, and
then distributed to the various users will be des-
cribed to indicate the physical implementation of
of the proposed augmentation plan.
8. Ownership
The ownership of the various water rights to be uti-
lized for purposes that heretofore have been set
forth will be described.
Detenm.inat.ion 04 Pxojected (Uatet Usages To Be Expen.i.-
enced By The Pnoposed Development
The vat.ious water usage tequ,inements that may be .in-
eunxed under the ptopaised deve.2opment wilt_ he/Lein be est-
ablished.
st-
ab.2.ished.
Since theme axe many vat-i.ab.2e.s which may have an e44ect
upon waten usage, the vax,iau4 values and totes to be estab-
lished herein wilt be estimated only, but, .in each case, the
vaZue4 w.iLe. not be £ess than those va.2ue4 genera ty accepted
4ox 4.im.itxm types o4 usages in this area.
In any event, alt. water d.ivets.ion, and/on usages 4haLe
be aecunate.2y metexed by a nespons.ibte authox.ity, as w.itt be
the tetutn gow.s to the hydtau.2.ie system. Thexe4ane, any
dis etepane.ies .in between actual values expet,ieneed and those
projected henein can be detetmtined and appnopx.iate caxnec-
t,ian4 may be a44eeted.
1. Domestic Water Usage Requirements
The water usage requirements that will be experienced
under the proposed planned unit development for dom-
estic pruposes will include in-house usages, irriga-
tion of landscape grasses and foliages, fire protec-
tion and other public works maintenance purposes
such as street cleaning, hydrant flushings and sewer
flushings.
Domestic water usages vary depending upon the size
of the system, system losses , climate, amount of irr-
igation, type of residential family units, and number
of persons per family, type of water source and type
of wastewater disposal.
The average daily water usage per person in the
amount of 100 gallons is accepted as a standard for
many types of planning. Based on this standard, the
water usages per person and per average single fam-
ily unit would be as shown in Table No. 1.
TABLE NO. 1
STANDARD AVERAGE WATER USAGE REQUIREMENTS
Description Of Per Single
Period Of Usage Per Capita Family Unit
Average Day For Year: 100 GPD 400 GPD
Peak Day For Year: 1S0 GPD 600 GPD
Total Usage For Year: 36,500 Gal. 146,000 Gal.
Or: 0.4481 Ac.Ft.
The above water usage requirements will be compared
with other accepted standards for this area of the
country.
a. In -Nouse platen. Usages
The amount ,o4 wa.ten. uti2-.zed 4 on. do m es.t.c in-
house puXpases includes alt usages non.mat to a
s-.ngte 4amay £-Luang unit. These usages may Li&-
dude, but not necessan,ity be £,%mited to, wa-t-
ens utilized on. cooking, cleaning, batheing,
2aundny, dishwashing, garbage disposa.2 and o/ch-
en sanitary purposes.
The climatic conditions and altitude £on the
submect .lands ate sd.mitan to others areas o4 the
State o£ CoJ onado below the altitude o£ 6,000
£ee.t. The nanma2 watet usages dun.ing the months
o£ December, January and February nepnesent the
.in-house water demands, as att outside uses ane
cunta%.led dun.ing these pen,iods.
The .in-house waken usage napes £or several areas
and communities .in Cotonada and £nom several
other authorities ane summan.ized .in Table No.
2
The van-i.ous usage rates shown ane based on cam-
mun.i.t.i.es having a centnat. wa,ten system having
adequate capacity to sat.i,s£y peau domestic us-
ages at a nes-.dua.l pnessune o£ not £ess than 30
psi and with cen.tna.l wastewa,en d,isposa2 system.
Housing units ane predominantly s,ingZe £am.i.ly
with modern p!umb.ing £.ixtunes and kitchen-.laun-
dny aids, and having waters meters on each hous-
ing unit.
Systems utilizing .Lnd Lv.idua2 waters welts and
septic .tanks £on wastewater d,isposa.l w.i.l.l have
usage napes below those indicated in Table No.
2.
TABLE NO. 2
IN-HOUSE WATER USAGE RATES, PER CAPITA, FOR DOMESTIC WATER
SYSTEMS SERVICING SINGLE FAMILY DWELLING UNITS
Source Of Information
Water Usage, Gallons Per Day
Per Capita
Avg. Day Peak Day
For Year For Year
(1) U.S. Department Of
Health, Education & Wel-
fare 75 95
(2) Federal Housing Admin.
50 84
(3) Ute Water Conservancy
District, Mesa County,
Colorado 68 89
(4) City of Arvada, Colorado 82 104
(5) County of Summit, Colorado 73 110
(6) City of Cortez, Colorado 86 105
(7) Criteria For This Study 80 100
SOURCES OF DATA FOR TABLE NO. 2
(1) Manual of Septic Tank Practice, Latest Edition (1963):
This value is from the above design handbook which sets
forth tables listing the best average metered water usages
per person as compiled from many existing systems for pur-
poses of estimating sewage flows from in-house usage. Maxi-
mum daily usage is given as 1.25 times average daily usage.
(2) Study By John Hopkins University And Federal Housing Ad-
ministration
This study was prepared for purposes of determining val-
ues for maximum day and peak hourly water flow rates for
domestic water use patterns where lawn irrigation and
sprinkling usage was limited. This study indicated that the
overall domestic in-house use was approximately 56 gallons
per day per capita. Maximum daily usage was stated as being
1.50 times the average daily water consumption.
(3) Report for "Ute Water Conservancy District", Mesa County
Colorado, as prepared by Western Engineers, Grand Junc-
tion, Colorado
This report was prepared for purposes of expanding the
water treatment facilities servicing this District. This is
a rural domestic water system which is 100 percent metered.
The cost of water to the consumer is not less than $3.00 per
1,000 gallons of water metered.
The cost of water is sufficiently high to encourage the
use of water for in-house use only. Also, all users have
ditch water that they utilize for livestock watering and
irrigation purposes. Study covered ten years of records
with water to the system measured by a magnetic flow meter,
whose accuracies are within one percent of flow rate and in-
dividual house meters are within plus or minus three percent
of maximum flow rate.
The figures shown are the summation of the individual
meters. The water metered to the system is about six per-
cent higher, the difference being system losses.
(4) Report For City Of Arvada, Entitled, "Engineering Feas-
ibility Report On Water Production Facilities For The
City of Arvada, Colorado", prepared by T. V. Garel, Con-
sulting Engineers
This source was selected because the study was based
upon data derived from a totally metered system of predomi-
nantly single family residential users, with a minimum
amount of commercial facilities and no industrial users. The
water to the system is metered and recorded by a magnetic
flow meter, and each water tap is metered through a disk
meter with totalizer. The difference between the summation
of individual meters and water metered to the system is
approximately ten percent, representing system and treatment
plant losses.
Records cover a ten year period. The values shown are
average per capita usage during the non -irrigation months of
November through March.
Since commercial use is included in the values shown,
this represents the normal modern -residential area and its
consumptive water usages.
(5) Report For Summit County Colorado, Entitled, "Engineer-
ing Report and Feasibility Study for Sanitary Wastewater
Treatment Facilities for the Snake River Drainage of the
Summit County Sanitary Sewer System", prepared by T. V.
Garel, Consulting Engineers
This source was selected because the study was based
upon data derived from several metered water systems within
the County of Summit. Within these water service areas,
there is practically no water utilized for irrigation pur-
poses, and data truly reflects in-house use.
(6) Report for the City of Cortez, Colorado, Entitled, "Re-
port on Water Distribution System for City of Cortez",
as prepared by T. V. Garel, Consulting Engineers
This source was selected because the study was made for
determining water losses incurred in the distribution system.
The City is 100 percent metered with 81 percent of the con-
nected taps being single family residential users. The sy-
stem does serve the commercial businesses and public insti-
tutions within the City. Water is metered to the system,
through the water treatment plant.
The values shown are for the months of December, January
and February when irrigation is not practical and system
losses were about 12 percent. The values shown include sy-
stem losses and would represent a maximum figure for in-
house usage for a complete system.
(7) Value Selected for Purposes of Projecting Water Usage
Rates for In-house Purposes
This is the value selected for purposes of projecting
water usage rates for in-house purposes for this report.
This value includes system losses and water which may be
utilized for light commercial activities that are normally
associated with residential developments as of this date.
b. Pen Capita waters ULsag e Fon ()then Type's 06 Eo -
tab.et hmentz
The pnevious value e,tabtished bon Ln -house
water usage pen capita was bon s,%ngte amity
dwetting units. The pen capita usage bon in-
house punposes bon van -.ours other types ob es-
tabZi)shmentw.LU be detetmined Atom generta ty
accepted ,:andattd616 'shown and tabtt ated in
Tabke No. 3.
TABLE NO. 3
IN-HOUSE PER CAPITA WATER USAGE FOR OTHER TYPES OF
ESTABLISHMENTS
Description of Establishment
Single Family Dwelling Unit
Multiple Family Dwelling
Units, (Apartments, Condo's,
Townhouses)
Average In -House Per Capita
Usage Per Day
80 Gallons Per Day
70
Motel Units, Per Room 55
Day Schools with Cafeterias,
Gyms & Showers (Per Pupil) 25
Day Workers at Offices, Busi-
nesses, Commercial & Light
Industrial Facilities 15
Mobile Home Units 70
Airports (Per Passenger, but
not Including Restaurants) 5
Restaurants (Per Seating Capa-
city) 20
e. In-Houtse Wauett Usage Rates Pete Unit
The tin-houpse waren tL6age tata pert Zivting unfit
w Le be detettmLned {atom the pttevtiou45I y estab-
Zizhed pen capita water u6age tate6 401. the
vatiouz types o4 e6tabt.Lhment6 ate 6hown in
Tab.ee No. 3, and the avetage nurnbet o4 pet6on6
occupying each unit.
The Humbert o4 pensonis occupying a unit w-LUt be
a6umed to be the tame a6 the theotetiact aver-
age Humbert o4 pensonoccupying L irn,L at 4acLe i-
tie4 in othet attea6 o4 Co.2otad. Since these
occupancy tctte4 have been taken by dividing the
total number ob petsons a4 detetm.ined btom cen-
4u4 tepot-4 by the cottesponding number. o�
units, the average den4-LtLe4 ate not whole num-
bets.
The wauet usage tate4 bat the tespee..ive Uv..ng
units ate dab u!aued in Tab! No. 4.
TABLE NO. 4
IN-HOUSE WATER USAGE RATES FOR VARIOUS TYPES OF LIVING UNITS
Description Of
Living Unit
Avg.No.
Of
Persons
Per Unit
Per
Capita Usage Rate, Gal/Day/Unit
Usage Average Peak
(GPD) \Daily Daily
Single Family
Dwelling Unit 3.8 80
Multiple Family
Dwelling Unit 3.0
Mobile
Home Units 2.4
304 380
70 210 263
70 168 210
d. In addition to the in-house wauet usages pte-
v-i.ourty detetm-.ned, there wilt be watet u.tLtL-
zed bot Landscape .itt.igat.ion ob grasses, shtub4
and trees.
Two methods 4hatt be uu.itized bot estimating
the wa.tet usage demands on this purpose. One
method w.LU ana.2yze water usage tabes in other
ateas bot this putpose, white the second method
Witt catcuta.e wa.tet usage tequ.itemen-t4 btom
ateas ,ittiga.ted.
The wa.tet tequJted bot ,itt.igatLon .is dependent
upon climate, s o.L e. types and 4 o,i.E depth.
e. Climatic Conditions
The climatic conditions which the subject pto-
pett.i.es will be subjected to ovet an extended
pet.iod ob time w -i.0 be as 4ottow4:
Elevation:
Latitude:
Average Annual Preci-
pitation:
Average Length of Grow-
ing Season:
Average Mean Tempera-
ture:
Average Annual Preci-
pitation During Grow-
ing Season:
Mean Monthly Tempera-
ture During Growing
Season:
5,500 to 5,800 Ft. MSL
39° 30' North
10.80 Inches
163 Days
50° F.
5.60 Inches
68° F.
The ateas which w.LU have domat-.c development
placed upon their sutAaces ane classiA ed as
4agebnush savannas.
The anea4 which will be neta.ined ,in gteenbeUU
on open spaces ate classiA.Led as Pinyon-JunJ.pen
woodlands and nange .Ln elevation Atom 5,700 to
6,.200 Aee. MSL.
So.Li Cond-.t.ion4
The soil types which have been class.LA..ed on
the Soil Survey Map ate genetally .loamy in the
atea4 to be developed. The nange o6 these
.loamy 4o.Ll4 will be itom sandy .2oams on the
lower elevations to .loamy clays at the h.Lghet
elevations.
The so - t depths w.LU vary Atom Aive to ten Aeet
at the lower elevations to 30 to 60 inches in
depth at the hLghet elevations.
UUatet Fon It/Ligation Putpose4 By Method One
The amount oA wa.tet to be u.LtLzed Aot land-
scape inn,%ga..ion will A ns t be detenm4.ned Atom
usages Aon such putpo4es in other Asim -.tat aneaS.
The monthly usage oA wa.tet pet single 6am,i.2y
dwelling unfit Aot these ateas ate 4umman.Lzed in
Table No. 5.
TABLE NO. 5
COMPARISON OF AVERAGE MONTHLY WATER USAGE FOR SINGLE FAMILY
DWELLING UNITS
Month
January
February
March
April
May
June
July
August
September
October
November
December
Average Water Usage Per Month Per Single Family
Dwelling Unit For Ten Years Of Record
City Of
Arvada
10,013 Gal.
8,618
10,131
14,250
20,968
25,483
31,453
25,916
23,256
18,023
10,260
10,249
It
Total For
Average Yr. 208,620 Gal.
Total Est.
In -House 327 GPD x 365
Days
Use For Yr. _
119,355 Gal.
Total Est. Out -
of -House Use
For Yr.
City Of Ute Water Con -
Cortez servancy District
10,410 Gal.
10,303
10,848
13,882
26,252
33,438
41,357
33,494
25,486
15,910
15,036
13,577
8,122 Gal.
7,685
8,215
10,342
12,400
13,988
14,642
13,700
12, 322
9,708
8,430
8,926
'1
249,993 Gal. 128,480 Gal.
370 GPD x 365 272 GPD x 365
Days Days
135,050 Gal. 99,280 Gal.
89,265 Gal. 114,943 Gal. 29,200 Gal.
The out-o4-houzze 4ot the City o4 Anvada in-
c-eude6 water u.tLJ? zed 4ot .2andiscape it t gation,
home gatcdents and mun-i.cLpat
The out -o4 -house u6e 4ote the City o4 Cortez in-
cludes waken. utilized ()on .landscape ivLigation,
home gandenis and municipat ups ens .
The out-o4-hou4e ube 4on the Ude £eaten Conen-
vancy Di'stn.iet .Lnc!udeA water 4ot tand6cape
.inn.igat-.on onJ y. AU home gandens ane .inn,iga-
ted by ditch waters and thane ane not any munL-
c-i.pa.2 uses.
h. wa.ten Foci Itti.igau.ion Purposes By Method Two
The use ob waken bon £andseape ,intigau.ian .is
appt ied pn-i,nc LpttU y on g4�. The gnow.ing
season bon grasses ,i.s J ongen in dunat.ion than
the bnost-tree pen.Lods ob each yean.
The gnow.ing season bon grasses w.itt gene/tatty
extend 6/Lam the b.inst ob May thnaugh September
and has been assumed to be an average ob 163
dao.
The quantity o.6 water tcequ.i.ned ban .inn.igat,%on
to sustain grasses .is equal to the seasana.L
evapa-,tnansptinat-ion nate .less pnec,ip.itaU-i.an.
Based on sevenat studies conducted by the U.S.
Depantmen.t Agn.ieu.ltune on blue grass at Font
Co.l.l.ins, Co.lonado, these grasses w.itt evaporate
appnox.imate.-y 26 to 30 .inches pen season.
The th enage annual pnee.ip,ita't-.on dun,ing the
gnow.ing season .is 5.6 .inches, £eav,ing a net
,innigat-.on nequ-%nement ob 20.4 to 24.4 .inches
pen yean.
The maximum areas which may be placed .into
,landscape w.LU equal the to.aL p.lauted areas
bon each ob the van.ious types ob devetopmen.t,
£ass areas paced .into paved streets, pavfa,ing
areas, walkways, dntiveways, bu.i.ld.ing and open
spaces.
The estimated areas which may be placed into
.inn.iga.ted tandseap.ing bon the van.ious £.ivting
units ane itemized in Tab.ee No. 6.
The basis ban de.enm.in.ing .landscaped areas w,itt
be as boZtows:
1. Maximum Area Of Development To Receive
Landscaping Requiring Irrigation
The various areas of land surfaces which
may receive supplemental irrigation under
the proposed development will herein be
projected. The types of grasses and foliage
that would be grown in these areas would be
those normally associated with residential
land uses. The areas that could be planted
in grasses and/or foiliages will be the sum-
mation of the single family residential
areas and mobile home site areas, less
those land areas utilized for other pur-
poses.
Land areas within the development which
will be utilized for other purposes will be
determined from the proposed plans.
These non -irrigated land areas will include
paved street areas, parking areas, side-
walks, driveways, building areas and drain-
age areas left as open spaces.
The estimated areas to be placed in non-
irrigated land use will be determined from
the following criteria for each type of
residential development.
a. S ing.ee Fami..ey Restidentia.e Deve.eopment
BuLFding Ah.ea6
The avenage 4ize nesident.La.e buLeding
wile be based on a thnee bednoom home
having a kitchen, Uvingnoom, dining
/Loom, 4ami y /Loom, two bauh4 and two
can gavage and w -.2.e have an avenage
gnound (loon anew of 2,400 .quane 6ee.t.
The dn.Lveway4s w -LU be based on a 30
400t house set back and 36 {root wide
4tnee.t4 in 60 {yoo-t wide noadway.s. Aven-
age anea o4 dn-.veway4 w.LU be 1,200
squane Leet. SLdec atkis and pa.t.o4s w -LU
avenage 2,550 .quarte iee.t pen unit.
The .to.tat eztimaued covened anea pen
sing-ee 4am..I y dwe. ting unit w -LU be
6,150 4quane deet.
SUMMARY
b. Paved Roadway And S.neet Aneas
The estimated area ob paved 4tteets and
pub.e.ic 4.idewaJa4 w.itt. be based on 36
boot wide noadway. (tom b.eow tine to
b.eow tine and thnee boob wide 4Jdewa.eh.4
bon a Vita width ob 42 beet.
There is a tota.e o6 71,650 .e -,neat beet
o4 noadwa yb in the pnopo's ed ne4.identia.e
area and mob.ite home site.
c..
pnainage Anea
pna.inage aneaus within the proposed nes-
,identia.e development which w -1U be ne-
.a.ined .in their pnesent condition bon
conducting 4utbace nun-oamount .to
appnox.imate.ey 36 acnes.
TABLE NO. 6
OF IRRIGATED LANDSCAPE AREAS WITHIN PROPOSED
Description Total
Of Land Use Acreage
Single Family
Dwellings 206 Ac.
Multiple Family
Dwellings 32 Ac.
Mobile Home
Units 44 Ac.
DEVELOPMENT
Acres In Other Uses Max. Area
Paved Building Open For
Acres Areas Areas Landscaping
54 Ac.
6 Ac.
13 Ac.
65 Ac. 23 Ac. 64 Ac.
13 Ac. 5 Ac. 8 Ac.
11 Ac. 8 Ac. 12 Ac.
Total Areas 282 Ac. 73 Ac. 89 Ac. 36 Ac. 84 Ac.
Total estimated evapo-transpiration loss for
the proposed development would be between 142.8
acre feet and 170.5 acre feet of water per year.
This would be an amount of 55,560,000 to
46,528,000 gallons per year.
The total number of equivalent single family
residential units would be as follows:
Single Family Residential
Unit = 1.0 x 460 Units =
Multiple Family Units =
0.69 x 400 Units =
Mobile Home Units = 0.55
x 230 Units =
Total Equivalent Single
Family Units =
460 Units
276 Units
127 Units
863 Units
Average Landscaped Area
Per Unit = 4,240 Sq.Ft.
Therefore, the average yearly water requirement
for landscape irrigation as determined by
Method Two would vary from 53,914 gallons to
64,380 gallons per year per single family unit.
For purposes of this study, water usage require-
ments for landscape irrigation and home gardens
is an amount equal to 102,000 gallons per year
per single family dwelling unit.
The net evapo-transpiration losses shall be
assumed as 59,000 gallons per year per single
family dwelling unit.
ti. Summany 04 £Va.ten ULsage Requtinemen.ts
The estimated water usage nequ-inement4 4on the
proposed development wilt be 4umman.ized .in
Table No. 7 based on the bollow,ing con4-iguna-
t.ion o4 development:
1. Residential Living Units
Single Family, 460 Units
x 1.0 =
Multiple Family, 401 Units
x 0.69 =
Mobile Home, 230 Units x
0.55 =
Total Single Family Equiva-
lent Units =
460 Equivalents
276 Equivalents
127 Equivalents
863 Equivalents
2. Airport
400 Passengers Per Day
150 Unit Motel
150 Seating Capacity Restaurant
3. School
560 Pupil Elementary School
4. Industrial Development
1,200 Day Workers
TABLE NO. 7
SUMMARY OF DOMESTIC WATER USAGE REQUIREMENTS
Water Usage Requirement (Gallons)
No. Of Avg. Day Avg. Day Peak Total
Units Year Peak Day Day For Year
Description
Of User
Residential,
In -House 863
Residential,
Out -Of -House 863
Airport,
Passengers 400
Airport,
Motel 150
Airport,
Restuarant 150
School 560
Industrial 1,200
Sub -Total for
All Users
System Losses
Fire Requirements
Total for Pro-
posed Development
262,360
241,170
2,000
6,600
3,000
10,000
12,800
288,580 327,940 95.76 MG
787,630 1,224,000 88.03 MG
4,700 10,000 0.73 MG
7,400 8,000 2.44 MG
6,000
14,000
16,000
9,000
14,000
18,000
1.10 MG
2.75 MG
4.69 MG
537,930 1,124,310 1,610,940 195.47 MG
53,790 112,400
161,800 19.55 MG
2,870,000 0.60 MG
591,720 1,236,710 4,642,040 215.62 MG
661.75
Ac.Ft.
Detenmtinat,ion 04 Pno j eeted watenDeptationz
The actuat deptet-ion4 that wilt be expen,ienced by the
pnopoz ed development w.LU be he/Lein pno j eeted.
Cen-ta.in water uzagez and netunn 4tow4 may be accunatety
meazuned, and pnojeet ones made hene,in will be 4on owing
4eaus.ib.itL y• o5 the eventua.L' waters augmentation plan to be
developed.
water produced 6nom 4pkings and/on wellLs will be metered,
neeonded and -to-taUzed.
CUaten d.ivenxed 4nom zu“ace 4ounees wilt be pnocezzed
and metered to the d yztem. (Uaten quant.it,ie4 Witt be ne-
conded and totalized.
All water 4on uzez others than 4ewen 6tuzh,ing4, 4.ine
4ight.ing, hydrant au4h.ing will be metered and ,totalized 4on
bitting punpo:s ens .
All waistewatena $nom domeist.ic, commen£aal and .indu4tn.iat
Lanz will be metered at the waztewaten treatment 4aeit.it,iez.
Thene4one, the d.i44enenee between the 4ummation of water
metered to the 4y4,tem and the 4ummat,ion o4 waxen metered to
z ewag e ttieatment 6ae.ititiez will nepnez ent waken utilized
4on inn,igation p.unpoz e3 and dome4t c uzag e to44 ens .
water utilized 4on zewen {tu4h.ing4 will be indicated az
4y4tem to44e4, but wLtt be metered back, into the hydraulic
z y4tem at the 4 ewag e p.e.an.t and will thene4one be accounted
4o)L.
water u-i-LUzed 4on hydrant 4.euzh,ing4, kine punpozez, and
ztteet 4tuzh-ingz will be netunned to the hydraulic 4yztem o4
the Co.2onado Riven, but will be indicated az lozze4 to the
. y4 tem.
Thene4one, water ut'il'ized 4on tandzcape in/Ligation pun-
po4e.z will be accounted 4on and .totalized. The amount o4
water ne.turned to the hydnautic 4y. -tem will equal the quan-
tity ofi waters appt ed to land4eape innigat.ion lezz the evapo-
tnan4ptination lozze4. The e4st.imaued evapo-tnandpJnat.ion
lozze4 on the projected .inn,igated landscape aneaz hays been
detenm.ined .in Panagnaph d. above, entitled, "Domezt ie Land-
scape I)LfL ga.ion".
Liaised on the pnojeeted waten usage nequtinementis a4 6um-
mantized in Tabfe No. 7, the 4ottowing pno j ee.ted to66 ens avid
netunn g.ow/5 to the hydnautic 6 Wem wilt be tabulated to
the pnopo4sed accounting 4o/Lm .in Table No. 8.
It outd be noted that the quanten.ing of honisus and/on
othen tivestocfz witt not be allowed by covenant6 on the 4ub-
ject pnopentie4.
TABLE NO. 8
PROJECTED WATER DEPLETIONS FROM PROPOSED DEVELOPMENT
Description Of Use
Residential, In -
House
Residential, Out -
Of -House
Airport, Passengers
Airport, Motel
Airport, Restaurant
Elementary School
Industrial
Municipal
Fire Requirements
System Losses
Total for Proposed
Development
Annual
Maximum
Usage
Require.
(Table 7)
95.76 MG
88.03
0.73
2.41
1.10
2.75
4.69
10.00
0.60
19.55
MG
MG
MG
MG
MG
MG
MG
MG
MG
Estimated
Return
Flow To
Hydraulic
System
90.87 MG
37.11 MG
0.69 MG
2.21 MG
1.04 MG
2.48 MG
4.45 MG
5.00 MG
0.20 MG
10.00 MG
Estimated
Annual
Depletions
(Gal. Per Yr.)
4.79 MG
50.92 MG
0.04 MG
0.20 MG
0.06 MG
0.27 MG
0.24 MG
5.00 MG
0.40 MG
9.55 MG
225.62 MG 154.15 MG 71.47 MG
or 661.75 Ac.Ft. 473.10 Ac.Ft.219.35 Ac.Ft.
The avenage annual netunn {low tis equal to 68.32 peneent
o4 total aage nequtnementz, on depletion equal to 31.68
peneent o4 total wage nequinement.
Ve4inement 04 Souneez 04 (Vater Suppttied
The zounee4 o4 waten to be uttitLzed to zuppont the pno-
poz ed development will be a pontion o4 thoze waten.z pneA entty
utt..etized 'on dome4t ie and agnicultunat punpozeb on the 4ub-
j eel .eands .
The night4, tit.2e and ,tntene4t hetd in the vaniou4 ne-
4envoL'tn , ditches and wa.te.n itight4 by the Ownen'4 o4 the
subject tand4 arse de6en,.bed a4 4ottow4:
Date Of Amount
Source Approp- Pri- Total Of
Name Of Of Ditch ria- ority Flow Flow
Ditch Water No. tion No. Decreed Held
L & C Beaver
Creek 68 5-16-92 112 40 dfs 11 cfs
Sliding Mamm Cr. 39 4-23-86 50 70 70
Sliding,
1st En-
largement 39 4-21-87 78 70 70
Enterprise " 67 7-1-91 111 53 17.3
Crann Pipe
Line (1) Springs 83 130 60 60
Vaughn Reser-
voir (2) Beaver &
Mamm Res. 2 3-14-92 2 30 30
Last Chance
Ditch & 1st
Enlargement
Colorado
River 52 3-23-87 73 50 3.68
Notes: (1) 20 c44 o4 the Cnann ptipe2ine -t4 decreed 4qt
domeztie and 4tocJz watening use and has demo-
tic pntionity No. 11.
(2) The decreed 4tonage capacity o4 thti4 ne4envo-.n
.t.4 7, 000, 000 cubic deet on 160.0 acne deet.
1. Historic Water Usage
Waters from the above names sources have been
diverted under the decreed rights to sustain a
1,780 acre sheep ranch.
The average number of sheep sustained by the
ranch and grazing permits on Federal lands
under the Taylor Act was 2,000 to 2,200 head.
The livestock have been transported to the Fed-
eral grazing range during the summer months
from June through September.
During the growing season, natural grasses and
forage on the ranch have been supplemented by
the growing of alfalfa and tame hays on irri-
gated lands.
The sheep were wintered on the ranch from the
end of September through the following June.
The running springs on the property provide
year round stock water.
The total area of land under cultivation on the
ranch amounts to 408.25 acres, plus or minus.
Approximately 296.85 acres of this cultivated
land are irrigated fields which receive waters
throughout the growing season of each year.
The remaining 111.40 acres are dry lands which
may receive supplemental irrigation when water
is available during the growing season.
The yearly reportings from the Water Commission-
er for Water District No. 45, Water Division No.
5 of the State of Colorado indicates a total
acreage of 375 acres under irrigation.
In addition to the waters applied for irriga-
tion and stock watering, water has been utili-
zed for domestic purposes for three families.
2. Historic Water Depletions
The historic water depletions that have been
experienced from the above water usages will be
herein estimated.
a.
Vat Dep.2et.ion' 8y Evapo-,tnansptination
The quantity o4 waken that ha)s been utit i -
zed by the a.24at4a and native meadow gnaimez
w,iU be eAt,imaued upon the ba4�.va L ours
h.ese.anch papenA pnepaned 4on the U. S De-
pan,tmen,t o4 Agn,icu.etune.
1. Method One, Nomagraphs Developed By The
U. S. Soil Conservation Service
The first method of estimating water
consumptive use by irrigated pasture
lands for the area will be from noma-
graphs developed by the U. S. Soil Con-
servation Service for irrigated crops
of the Western regions of the United
States.
The nomagraphs were prepared from the
solutions of imperical formulas devel-
oped to express consumptive use by evapo-
transpiration processes in crop growth.
The imperical formula developed is as
follows:
U = Summation of k x f, where U is the
consumption use of the crop in
inches for any period.
f = Consumptive use factor for given
latitudes, mean monthly tempera-
tures and percent of monthly day-
time hours.
k = Imperical coefficient for given
crops (0.85 for alfalfa) (0.75 for
grass and hay crops.
Based upon the daylight hours and mean
temperatures for Rifle, Colorado, the
monthly evapo-transpiration losses were
determined as shown in Table No. 9.
TABLE NO., 9
ESTIMATED EVAPO-TRANSPIRATION REQUIREMENTS FOR ALFALFA
BY NOMAGRAPH
Evapo-Transpiration
Month Days f Requirements
May 30 6.47 5.50
June 30 6.59 5.60
July 31 7.10 6.03
August 31 6.70 5.70
September 30 5.40 4.59
October 31 4.40 3.75
Totals
183 Days 36.66 31.17 Inches
Water From Precipitation During Period: 6.00
Total Supplemental Water Required to
Satisfy Evapo-transpiration Losses
from Irrigation Sources:
Or:
25.17 Inches
2.10 Ac.Ft./Ac.
2 Method Two, Measured Evapo- transpiration
Rates
The second method to be utilized will
be measured from data developed in pub-
lication entitled, "Water Use By Native
Grasses In High Altitude Colorado Mea-
dows", by E. G. Kruse and H. R. Haise,
Agriculture Research Service, U.S. De-
partment of Agriculture, February 1974.
This paper covered the measurements of
evapo-transpiration (Et) by meadow
grasses, evaporation and other climato-
logical conditions in the South Park
and Gunnison areas of Colorado during
the three summer seasons between 1968
and 1971.
The elevation of the South Park test
site at Garo, Colorado was 9,100 feet
above MSL.
The elevation of the Gunnison test site
was 8,000 feet above MSL.
The seasonal Et varied from 23.2 to
24.5 inches at the South Park site and
27.8 inches at the Gunnison site.
The study concluded that the Et esti-
mating equation that gave the best cor-
relative results with the measured Et
was that derived by Jansen and Haise
based on a 1963 study entitled, "Esti-
mating Evapo-transpiration From Solar
Radiation", as reported in American Soc-
iety Civil Engineers Proceedings Jour-
nal, Irrigation and Drainage Division
89 (1R-4) Paper 3737.
The coefficients were slightly altered
to correspond with field measurements
and were given as follows for the Kruse
Haise equation:
Et (Evapo-transpiration) = (0.0123 -
0.147) Rs & Minimum temperatures in de-
grees Fahrenheit
Rs = Total Daily Solar Radiation
Based on data available for the Rifle
area, the monthly averages would be as
shown in Table No. 10.
TABLE NO. 10
ESTIMATED EVAPO-TRANSPIRATION RATES BY THE KRUSE-HAISE
EQUATION
Month
Average Daily Total Daily Calculated
Mean Temperature Solar Radiation Et
May 51.6 0.35 In./Day 5.29 In.
June 57.1 0.38 " It 6.33 "
July 64.3 0.36 " 7.18 "
August 62.9 0.31 " 6.02 "
September 53.4 0.26 " 3.98 "
October 50.5 0.22 " II 3.23 "
Total Estimated Et for Season: 32.03 "
Precipitation During Season: 6.00 "
Total Supplemental Water Required To
Satisfy Evapo-transpiration Losses
from Irrigation Sources:
2.17 Ac.
Ft./Acre
The measured Et by the Kruse-Haise pro-
jects at both the South Park and Gunni-
son sites were below the calculated
Et's by three other imperical formulas,
and above the 1963 Jenson-Haise equa-
tion by 25 percent.
The use of the Kruse -liaise equation re-
sults in a slightly higher Et for grass
meadows than for alfalfa by nomagraph.
Most authorities indicate that alfalfa
requires from 0 percent to 25 percent
more water than grass meadows.
b. Summary 04 Evapo-ttan4spiJtatLon Rates
The evapo-tnan3p.ina.tion nate detenmined
by the Knuise-Hcuise equation witt be utili-
zed Wt. the bass -ins oA thi6 ana2yAiss. It pno-
vc.de6 a conaenvative ed -t- mate o6 Et 4on the
subject tand6 4m the 4oLeowing neaAon6.
1. Results are based on 183 days of irri-
gation whereas waters are available in
the ditches in this area for an average
of 194 days, and the average growing
season is 193 days.
2. Results are based on grass meadows,
where in fact alfalfa has been princi-
pally grown on irrigated lands.
Ba4ed upon the above detenmtned evapo-
tnan4ptination nequtnement4 az 4att6itied by
4upptementat tinntgatLon watena, the ezti-
mated avenage annuat quantity o4 waters de-
pteted Pnom the hydnauttie zy.tem o4 the
Cotonado Riven would have been az 4o2Uow4:
Numbers o4 Acne. Unden Inni-
gation on Lando Unden the
Ranch: 296.85 Acne4
Annuat Rate o4 waters De-
peeted: 2.17 Ft/Ac.
3. Water Depletions By Other Historic Uses Of Water
Waters have been historically utilized on the
subject properties for stock watering and dom-
estic purposes.
Livestock that has been carried on the ranch
has included sheep, cattle, hogs, chickens,
turkeys and horses.
The principle livestock carried on the ranch
has been sheep. The number of sheep carried
has varied from 1,200 to 2,000 head of ewes and
rams. Lambs are not included in the count as
they principally nurse from lambing to the time
they are transported to summer range. Lambs
are then normally sold in the fall, except for
those kept for breeding purposes.
The amount of water consumption by adult sheep
varies from two to four gallons per day. Nur-
sing ewes will consume amounts twice the normal
consumption. Peak consumption will occur dur-
ing the summer months while sheet are on Feder-
al lands.
The quantity of water consumption for nursing
ewes is estimated as follows for the various
months:
January 2.0 gpd x 31 = 62
February 2.0 gps x 29 = 58
March 4.0 gpd x 31 = 124
April 4.8 gpd x 30 = 144
May 6.0 gpd x 31 = 186
October 2.4 gpd x 31 = 74
November 2.0 gpd x 30 = 60
December 2.0 gpd x 31 = 62
Total 770 Gal./Year
The estimated average annual water depletion
by livestock watering is calculated as follows:
Average Number of Adult
Nursing Ewes: 1,000 Head
Annual Depletion @ 770 Gal./
Head: 770,000 Gal./Yr.
Average Number of Adult
Dry Ewes Rams: 300 Head
Annual Depletion @ 500 Gal./
Head: 150,000 Gal./Yr.
Total Estimated Annual De-
pletion From Livestock:
920,000 Gal./Yr.
2.82 Ac.
Ft./Yr.
4. Summary Of Historic Water Depletion To The Hy-
draulic System Under Past Usages
Depletion by Agricultural
Irrigation: 644.16 Ac.Ft./Yr.
Depletion by Stock
Watering: 2.82 Ac.Ft./Yr.
Depletion by Domestic
Use, 3 @ 0.20 Ac.Ft.: 0.60 Ac.Ft./Yr.
Depletion by Evaporation
from 9.52 Acre Water Sur-
face of 160.70 Ac. Ft.
Water Storage Reservoir @
24"/Yr.:
Total Average Annual De-
pletion from all Sources
of Water Use:
19.04 Ac.Ft./Yr.
666.62 Ac.Ft./Yr.
5. Definement Of Water Management
The definement of the present management of
waters diverted from surface water supplies and
springs will be herein analyzed and compared
with proposed water management practices under
the intended usages.
Any changes in quantities of return flows will
be described and any damages which may result
therefrom determined.
a. Fzt.Lmated Annuaa y-ieadz Fnom Ula -en Rights
Had Uvtdex. Sub9 eco Landis
The yields o6 waters that have been h.L4toni-
caaay ava.Laabae unden the vanious waUen
nights had bon bene6ic.laa use on the sub-
ject nanch w.Laa be henein anaayzed.
b. La4X Chance Ditch platen Rights Out 06 The
Coaonado Rivet
The ownens oU the subject aands hoad 200
skates o6 stock in the Lo ens ch and Cnann
Ditch Company which nepnes en.s a tight to
dive/Et waken at the maximum nate o.6 3.68
cos out o6 the Last Chance Ditch, and said
tight wound have yielded the {yoaaow.Lng
quantities o6 wa.ten bon each o6 the nespec-
..Lve yeans.
Minimum Yea/ay Appon.t-.on-
ment, 1963: 287 Ac.Ft.
Maximum yean!y Appont.io n-
ment, 1954: 1 , 472 Ac.Ft.
.
Avenage Vean.ey AppontLon-
ment 4on the -east 22 Yeats
o4 Recond:
736 Ac.Ft.
waten £s pnesent2y d.ivented out o6 the Last
Chance Ditch by means o4 an eight .inch size
pump dntiven by a size D-13 Catenp.ittan en-
gine, gaga The wa.en is tnan4 ponied
{nom the pump to the .inn.igation system on
the nanch by a ten .inch d.iameten pipeline
having a capacity 3.713 a4 at a velo-
city 6.80 fleet pen second.
The above stated yeitds have been den.Lved
tom the annua neponted waken d.ivens.ions
o4 the water Commissioners ion Wa,ten D.ist-
n.ict 45 to the State Eng-ineen On the Last
Chance Ditch since the wa.ten yeah 1950.
The recorded d.ivens,ion o water out the
Cotonado Raven to said ditch is summan-(.zed
.in TabZe No. 1 1 .
TABLE NO. 11
REPORTED DIVERSION OF WATER OUT OF THE COLORADO RIVER BY THE
LAST CHANCE DITCH AS FILED WITH THE STATE ENGINEER FOR THE
STATE OF COLORADO
Aver.
Daily No.Of
Date Of No. Of Diver- No. Of Acres
Cal, First Date Of Days sion Ac. Ft. Irri-
Yr. Use Last Use Diverted (cfs) Used gated
1950 5/1 11/10 194 25 9,700 1,074
1951 5/15 11/10 179 25 8,950 1,000
1952 Not Reported
1953 4/20 11/1 194 20 7,760
1954 4/20 11/1 194 10 3,920 1,200
1955 5/2 11/1 213 20 8,520 1,080
1956 Not Reported
1957 5/1 11/1 184 20 7,360 1,200
1958 4/20 11/1 195 20 7,800 1,200
1959 4/30 11/10 195 40 15,600 1,200
1960 4/15 10/31 199 40 15,920 1,200
1961 4/17 11/9 197 32 12,608 1,200
1962 4/10 10/20 193 20 7,720 1,200
1963 4/15 10/31 200 50 20,000 1,600
1964 5/1 11/15 199 36 14,328 1,200
1965 Not Reported
1966 Not Reported
1967 Not Reported
1968 Not Reported
1969 Not Reported
1970 Not Reported
1971 4/31 10/28 154 30 5,240 1,600
1972 4/1 10/31 214 30.38 15,999 1,600
The Ditch Company made an -i.mpnovement to
thein d.iveiusion 6aeittitiez and - nztarEted
conte nuo uz indicating, necond Lng and to.tat-
izing equipment du4ing Z971. Thene4one,
the Aeeondz 4on. the wateA year. 1972 ane
mope eomp.eete.
The capacity o4 the divenision ztiEuctune tiL
now qua to a (how o4 65 cubic beet pen
second.
The AeeoAd4on the yea.A 1972 ante ass 4ot-
tow6:
No. Of Days Aver. Daily Div. No. Of Acre Ft.
Month Diverted For Month Of Water Used
April 30 26.52
May 31 33.66
June 30 57.66
July 31 47.67
August 31 38.34
September 30 34.30
October 31 23.50
Total 214 37.38 " 15,999 Ac.Ft.
cfs
1,500 Ac.Ft.
2,100 " "it "
2,955
2,373
2,065
1,457
The maximum da.iey divet6ion recorded ion
the year was 62.60 c46.
'Outing the twenty-two yearn o.Aecond hown
the 4umma.ny o,6 water d.LveA6- ones ,6or the
Last Chance Ditch were as 4oUow6:
Descrip- No. Of Aver. Daily
tion Of Days Of Diversion
Usage Diversion For Year
Aver.Yr. 193
Max.Yr. (1963) 200
Min.Yr. (1954) 194
35.9 cfs
50.0 "
10.0 "
No. Of Acre
Ft. Of Water Used
10,000 Ac.Ft.
20,000 " "
3,900 "
Average Number of Acres Irrigated: 1,200 Acres
Principal Crop Irrigated Alfalfa
The above apport.ionmentt tc.me6 the 3.68
'second {root water tight equa.26 the quan-
tity o6 water ava.LLabZe on appUaat-.on on
'subject land4 4tom th,L1 water aounce out o4
the Co!onado Rivet.
c. Ulate' R,Lght6 Out 04 Beaver Ctceeh
There are 15 d.Ltche6 out o4 Beaver Cneefz
that are z enior to the L and C Ditch. The6 e
ditches have an appontionment o 1 , 624
cubic {fleet per minute or 27.06 c6,5.
Based on recorded data comp.L9ed by the U.S.
Department o4 the Inter -Lo', Geo.Log'LeaZ Sur-
vey and Aeponte.d in the Sut4ace Water Ae-
eo4.dbs 4ot the Annual (later Re'soutccA Data
4oA Co.eoAado, the spAing Ain -o66 occuvs
4Aom about the 1st o4 May thAough the 20th
o,June 6oA a putiod o4 appAoximate.ey 50
y
The L and C Ditch does not have eaney adjud-
icated pAimities and Aece.ives on.e y excess
Aun- 6 6 dung an avenag e o 6 15 days in Bate
May and eaAty June.
AppAoximate.ey one out o4 eveiy 4ouA yeas
theAe is insu44.Lc.Lent nun -o44 4oA the Ditch
to Aeee.%ve any appoA-,Lonmen.t.
OveA a petLod o4 20 yeaAs, the aveAage di-
veAs,Lon has been an amount equal to a 4tow
(3,4 4.43 cos to pAoduee an annual y-Le.ed o4
131.85 acAe bee -t.
To utilize the wateA oveA the iAAigation
season, wateA is stoA.ed is the Vaughn Re-
s envo.LA go& tateA Ae.eeas e.
d. Gla,teA Rights Out O{ Mann CAeefz
There aAe ten ditches out o4 Mann CAeefz and
its bAanches that aAe s enJ.o' to the SUdJng
Ditch. These ditches have an appoAt,Lonment
6,4 1,399 cubic fleet peA minute on. 23.32 cos.
Those ditches having th eiA points o4 d,iv eA-
s.Lon out o4 Mann CAeelz ane above the point
og d.LveA4,Lon 46A said ditch, and theAe4oAe,
the SUd.Lng Ditch has the use os both Ae-
-tuAn 4tows and/oA non-diveA,ted waters.
OveA the -east 20 yeaAs og AecoAd, the ditch
has d- veAted the Sottow,Lng quantities o4
wateA:
Min. DiveAs4.on 41 Days @ 0.78 c4s =
63.96 Ac.Ft.
AveA. VA. D.Lvens.Lon 56 Days @ 7.09 c s =
161.04 Ac.Ft.
Max. DiveAs.Lon 76 Days @ 2.52 c64 =
383.04 Ac.Ft.
TABLE NO. 12
AVERAGE YEARLY YIELDS FROM DITCHES
Last Enter -
Chance Crann L & C Sliding prise Total
Month Ditch Pipeline Ditch Ditch Ditch Ac. Ft.
January 1.0 61.5
61.5
February 1.0 55.5 55.5
March 1.0 61.5 61.5
April 1.297 1.0 59.5 1.40 0.62 168.4
77.2 19.4 12.3
May 1.657 1.0 61.5 4.43 1.40 0.62 353.4
101.9 65.9 86.1 38.0
June 2.838 1.0 59.5 4.43 1.40 0.62 386.5
168.8 65.9 55 5 38.6
July 2.346 1.0 61.5 0.62 243.8
144.2 38.1
Aug. 1.887 1.0 61.5 0.62 192.3
116.0 14.8
Sept. 1.688 1.0 59.5 159.9
100.4
Oct. 1.157 1.0 61.5 89.0
27.5
Nov. 1.0 59.5 59.5
Dec. 1.0 61.5 61.5
Total 1.923 1.0
4.43 1.40 140.0
736.0 724.0 131.8 161.0 0.62 1892.8
DEFINEMENT OF WATER MANAGEMENT
GeneAat
The waters out .the van,iouz 4ouAce6 have been u,tit,ized
{ttom May thAough OetobeA when waters hays been avai abte PLom
the nespeet,ive 4oun.ees .
The waters out o g Beaveh Cneeh i5 onty ava,itabte dun,ing
the 4pAing feun-o64 and -IA not avaL abte eveAy yeah.
The waters out o() Mann Cneek tib atway6 ava.itab!e a6 the
Aaneh hays been the tazt users on Mann C,'r.eelz and the wa :eA ne-
ma,ining in the Cheek ,id ava,itabte 40n ue.
The water out the La4t Chance Ditch ava,itabte Ptom
the end oApn.it. thAough Octobers.. The minimum appotct,ionment
4
dun.ing the drought years wou.2d have approximately been 20 pen-
cent o' the maximum appont.ionment, and 40 pencen-t o4 the aver-
age yearly appont.ianment.
The water out o4 the s pn.ings has always been ava.c2ab.2e
and has always been dJvented to t.is 5 y domewt,ic needs on the
ranch and {yah stock watching.
The Vaughn Resenva.in storage has been ut.il.ized to pnov.ide
canny oven waters storage (nom wet years to dry years and to
even out seasonal usage os water.
Past Return Haws
The subject .inn.igated lands ane pn.ine-ipa4ty loamy, 4hee
dna..n.ing s oits which ane .ideal 4on 4arm cno ps as these soils
pnov.ide good aena..ion 4on exee!lent nook growth. So.its ane
generally prom two to ten 4eet in depth.
These loamy soils overlay a 2ayen o4 h.iven deposited
gravels and sands which nest on a hand pan o4 clayey silts.
Thus, excess .inh.iga.t.ion wa.ten nead.ily penco.2ates through the
loamy soils and gkavets to the hand pan suqace. The genet -
at dip o4 these layers is the Nantheast, although the sun4ace
dha.inage .is principally to the Northwest. This excess .inh.i-
ga.t.ion water johms spn.ings along the blu{iy Nahth 04 the a-.n-
poht and above the Last Chance Ditch. These spn.ings {glow
yeah pound, but have thein greatest yields duping the .ihh,i-
gat.ian season. The water 4hom these springs disehanges into
the Last Chance Ditch. Some water .is netunned to the ditch
by way o4 Dhy Cneea at the Northwest connen o4 the pnopenty.
The unused pont.ians o4 water out o4 the Last Chance Ditch
ane netuhned to the Colorado Riven e.ithen as seepage oh d.in-
eet suh4ace 7low.
Thus, the various sounees o4 supply have been comb.inely
utilized to pnov.ide 4u!! .i.hhigatLon to the 296.65 acnes,
plus on minus, o4 ihnLgated chop and pasture lands and some
supplemental iktigatio n to some 1 1 1. 4 0 acnes o4 dry pas tune
lands.
These 111.40 acnes o4 dry lands would become .inhigated
sands upon comptett,on o4 the Divide Cneeh Pnoject. The de-
pletions ob water 4nom the hydraulic system by evapo-tnans-
p.ihat-ion lasses has not been calculated and included in the
pnev,ious analysis because these lands nece.ive supptementa!
.irnigatLon in yeaoushay.ing average nun -o44 and the amount ne-
ce.ived then a quite van.iable.
In zummary, the hydnotogy of the Cotonado Raven zydtem
hays been ,improved by the hiAton,ie waters management on 6ub-
ject propert.iez by the storage of waters within zunlace and
zub-zur(ace waters 'storage nezervo-inz, att of which have been
neteaised at timez of tez,set (tows into the hydnaut,ie dydtem.
Pnopo4ed water Management
The pro pops ed waters management under the pro pops ed develop-
ment witt henein be compared with the hiztonic waters manage-
ment zo ass to de4ine any dev.iationz between the two. The
companion )shatt be made on the bas 06 the average monthty
sage at az prevJouzZy detenmined .in th,iz nepont.
8a4ed upon the avaitabitity 06 waters in the average yeah
Ln the amount 06 6.38 eet pen acne of Land .irrigated, the
h-i4totic uzagez, deptetionz and netunn (town woutd have been
appnoximatety a5 shown in Tabte No. 13.
TABLE NO. 13
ESTIMATED HISTORIC RATES OF WATER USAGE, DEPLETIONS AND THE
RETURN FLOWS FROM SUBJECT LANDS
Month
Average Monthly
(1)
Flow In
cfs
January 1.0
February 1.0
March 1.0
April 4.317
May 9.107
June 10.288
July 3.966
August 3.507
September 2.688
October 2.157
November 1.0
December 1.0
Total
Notes:
-(1)
(2)
Diversions Average
Monthly
Quantity Depletions
In Ac. Ft. (Ac.Ft.) (2)
61.5
35.5
61.5
168.4
353.4
386.5
243.8
192.3
159.9
89.0
59.5
61.5
1,892.8
Estimated
Return
Flows
(Ac.Ft.)
0.23 61.27
0.21 55.29
0.45 61.05
0.53 167.87
110.35 243.05
135.39 251.11
156.41 87.39
127.72 64.58
77.27 82.63
55.49 33.51
0.21 59.29
0.23 61.27
666.62 1,226.18
Derived from Table No. 12
Derived from Table No. 10 and Paragraph 4, en-
titled, "Summary Of Historic Water Depletion To
The Hydraulic System Under Past Usages"
The pnajeeted monthly d.Lveu.Lonand dep.e tJ.onis unden
the pnopozed management ptan 4on a combined agticu2Uunat and
domeAt.Lc uoe w!t be co ishown in Tab.2e No. 14.
ESTIMATED WATER USAGES, DEPLETIONS AND RETURN FLOWS UNDER
THE PROPOSED DEVELOPMENT
Aver. Monthly
Diversions(1)
Flow Quan.
In In
Month cfs Ac.Ft.
Jan. 0.54
Feb. 0.54
Mar. 0.54
Apr. 4.317
May 9.107
June 10.288
July 3.966
Aug. 3.507
Sept. 2.688
Oct. 2.157
Nov. 0.54
Dec. 0.54
Total
Notes:
33.25
30.00
33.26
168.40
353.40
386.50
243.50
192.30
159.90
89.00
33.18
33.25
Average Monthly
Domestic Agric.
Usage Usage Total
(Ac.Ft.) (Ac.Ft.) Usage
(2) (3) (Ac.Ft.)
Depletions
Estimated
Re turn
Flow
(Ac. Ft.)
5.36
4.84
5.35
5.18
31.41
30.39
32.40
32.10
30.38
31.39
5.19
5.36
73.49
90.45
104.30
85.39
52.13
38.79
1,755.24 219.35 444.55
5.36
4.84
5.35
5.18
104.90
120.84
136.70
117.49
82.51
70.18
5.19
5.36
666.62
27.89
25.16
27.91
163.22
248.50
256.66
107.10
74.81
77.39
18.82
26.99
27.89
1,088.62
These values based on Table No. 7 and Agricultu-
ral Requirements for irrigating 195.7 acres
These values based on Table No. 8
These values based on 65.93 percent of Table No.
13, which represents depletions to be incurred
in irrigating 195.7 acres of land and reservoir
losses.
In compan.Lng Tabfe No. 13 with Tab! No. 14, the avenage
depte;t.onz unden the pnopoised ptan ane gndaten during the
months Januany, Febnuany, Manch, ApniI, Sep,temben, Oct -
abet, Novembers and Veeemben ,than unden pneisent management.
These deptetion6 amount to a to. at dtiii4enence in the amount
o6 49.00 acne 5eet ob waken pen yean.
L i!zew.L4e, in the months oq May, June, Juty and Augu3t,
the avenage depWetions unden the pnopo4ed pan ane 49.00
acne beet ob waken pen yean 2ea)s than unden pneent agn.icuZ-
tunat ub e..
Thus, dating the summer months, move wateA will be avail-
able to the hydraulic system undet the proposed plan that is
now presently available.
Puking the other months, wate/ will be Released {Rom the
Vaughn ResenvoiA storage to make up these winter depletions
unden the pna pas ed p.ean.
Thus, provided 101.10 acres o4 irrigated .Land is dried
up, and water is Retained in storage in amount in excess o4
49.00 acne deet, the hydraulic system o4 the Colorado Riven
shall Remain in balance.
PROPOSED AUGMENTATION PLAN
The proposed Augmentation Plan will be based upon the jo.e.eow-
.ing criteria:
(1) The present existing springs which have been adjudicated
in the amount o4 1.0 cos 4on domestic and livestock
watering purposes is not su46icient to meet the domestic
wateA usage AequiAements of the proposed development.
The average daily usage Aequinement 40t. the proposed de-
velopment will be approximately 0.9156 cubic feet pet
second. The source o4 supply prom the springs is sub4i-
cient to meet this Requirement.
The average da.ify usage Requirement sots the proposed de-
velopment 6oA the pea(a month will be appnaximately
1.9136 cubic 5eet pen second.
Thenebore, approximately 1.00 cubic fleet pen second ob
adjudicated agricultural watet would be required to be
changed to domestic usage.
ELthet a conveAsion of the Sliding Ditch adjudication
which has produced a minimum o4 1.09 cos during draught
years, on a conversion o4 1.0 cubic deet per second out
o4 the Last Chance Ditch would be adequate to satisfy
the higher summeJ usage.
(2) There wo u.ed be a total o4 101.0 acres o b .Land dried up.
The Recommended .Lands to be dried up would be those .Lands
which will be .improved undenthe airport expansion. Thus,
..ands utilized 4oA Runways and taxiways will de4initely
not be capable o4 being irrigated.
(3) The Owner's shall agree to retain the lands upon which
the Vaughn Resenvoii is situated and Retain the Resen-
voiA in good repaiA to assure adequate storage o4 wateA
to sans 4 y winter depletions by domestic use.
The Ownet shall constnuct new diveks.ion 4tnuctunes and
4.eow mea4un-.ng devices on the L and C Ditch out o4 Bea-
vers Cneefz to attow 4or continued d.iveAs.ion o4 this wa-ten
when avaiZabte 4on 4tonage.
Since the Vaughn Reis envo.i,n was oA.ig.inatty decreed 4on
continuous tilting out o4 both Beaver CAeefz and Mann
Cnee! , the St id.ing Ditch Right could be pnov.ided with
4ae,i.e.it.ies to maintain minimum stonage nequ.inement dun-
.ing those pen.i.ods when Beavers Creek waken -Ls not ava.it-
abte.
(4) The Owren' 4 skate e-ithen 4ormudaue a Water and Sanitation
District, on a Home Owner's Association 4on the punpose
o4 ho.edi.ng t Lt.ce .to a.e.e water tAea-tmen. tie s , di.s -
tA.ibut.ion tines, and stonage 6aci.e.itLe4 /4o ass to assune
that aU waken ,is metered into the system and that un-
au-thon.Lzed uses o4 the wa teA4 ane not made.
Likewise, a.e2 4 anJ.tany s eweA eo.e eee..io n tines and wass te-
wa.en .Aeatment pfan..s wd.0 be owned by the same pubtie
au.hon.ity to asbune that at1 wa.ten usens 4ha2.e be con-
nected to the system and that at Aetunn gow-s shaft be
pnopen.ey metered.
Thus, at such time Ln.the pnoeess o4 development that the
depeet.ions o4 the combined systems attain the dep-e tion.
set 4onth in the Augmentation P.ean, no gu' ther develop-
ment cowed ocean until addit.iona-P .eand6 were dn.%ed up
and add.it.iona.e water tights eonvetted.
(5) The pnopo4ed wateAs zshatt be d-i.vented and pnoces4ed by
4aa.0 i.t.Les .to be eonstnucted by the Owner and/on the
Sanitation D .stn.ic-t. water tneatmen. 6ae.i.e.it.ie4 4hatt
be sized to 4a..i4{yy the average daily usage nequiAemen.t
dun.ing the peak month at vaA.ious stages oti deve.eopment.
AU wa.ten 4ha.e2 be metered .into and out o4 the tnea-tmen-t
Tnea.ted wa.teJ storage {yac.i.e ...i.e4 w -LU be constructed to
.at.i..s6y the wa.ten usage nequ.i,nemen.t4 between peak daily
and houn.ey demands and that o4 p.ean.t capacity.
Ace usens -shaft have ind.iv.idua.e wa.teJ me.teas as both a
check on system tosses, .irn.igat.ion usage, and az a de-
.enen,t against uncon.Aotted wasting oU wa-ten.
(6) The wa4tewateJ tAea-tmen. 6ae.iLiW-.ens ane intended to be
cons -true -ted on the subject prope)..ie4, iso that ne.turn
4.eows may e.i.theJ be di.ehanged into the Last Chance
Ditch and/o' .into 'My Cneefz; thence the Co.eorado Riven.
Thene6one, eluting the summet months when the downistneam
usetS on 4a,id Ditch which have had the bene6it of the
tetutn gow4 wi22 continue to have those bene6.its .
Thence, dut.ing the w,intet months, when such netutn gow4
arse not dez.ited by the ups encs out o g 'said Ditch, ne-turn
{2ow4 w-.22 be d.iteeted to the suqaee gows of the Co.eo-
/Lado Rivet.
Since thene ate not any decneed ditch t.igh.z out o6 the
Co2onado Rivet between the con{2uence o{ Mann Cteefz with
the Co2otado, and the eonguence o6 Dny Creek and the
Co.2otado Rivet, .there w.i22 not be any vested tights .im-
pa.ited by .th.L4 procedure.
Ptov.ided iutthet, .i6 the D.isttic. .is not able to con-
4ttuc t wastewatet tteatment 6acitities on the subject
pro pett.ie4, and the te.utn gows ane digs changed to .the
Co!onado Rivet below Dty Creek, any such .injunLes .to
u4eJLs out og the Last Chance Ditch w.i22 be made up btom
4tonage tom t.igh.A held by the Cwnet'4 in the Last
Chance Ditch. The amount o6 this .injury could not ex-
ceed 49.00 acre lieet pet year.
1. Vested Rights On Mann Creek
The point of diversion of water out of Mann Creek for
use on subject lands, both under existing conditions
and proposed plan, are below all other ditches out
of Mann Creek and its branches.
Since the amount of water to be diverted during the
irrigation season will be less under the proposed
plan, the junior users on Mann Creek will be bene-
fitted.
Therefore, there cannot be injury to any vested
water rights out of Mann Creek.
2. Vested Rights On Beaver Creek
There will not be any change in the management of
waters out of Beaver Creek.
3. Vested Rights On The Colorado River
During the irrigation season, either a greater amount
of water shall be returned and/or a lesser amount of
depletions shall be experienced under the proposed
plan. Therefore, the users out of the Colorado River
will benefit during this period.
Thus, during the winter months, winter users shall
not be injured as winter water depletions shall be
made up from storage.
STORM DRAINAGE PLAN
A. General
The lands of the proposed project are within two water-
sheds tributary to the main stem of the Colorado River. The
main drainage course which is Mann Creek is the East of the
properties and does not effect the project lands. The other
drainage course is Dry Creek which courses along the Western
edge of the properties.
Approximately 400 acres of the project lands in the South-
easterly portion of the project drain into Mann Creek. These
400 acres are partially subject to surface water run-off from
approximately 1,800 acres of land surface lying to the South of
the project and outside the project.
Mann Creek is located to the East of the project and some
200 feet in elevation below the project lands, excepting for
some twenty (20) acres in the extreme Northeast Corner of the
properties where Mann Creek traverses in a Northwesterly cour-
sing across Lot 2 of Section 18, Township 6 South, Range 92 West.
The remaining area, approximately 1,200 acres of the project
lands, drain to Dry Creek which traverses along the Westerly
edge of the project lands in a Northerly and Northwesterly cour-
sing. Dry Creek has its confluence with the Colorado River at a
point approximately one-half (1/2) mile from the extreme North-
west Corner of the project lands from whence Dry Creek exits
from the project properties.
Therefore, the lands of the proposed project are subject to
four sources of storm water or drainage conditions listed as
follows:
1. Surface run-off from precipitation falling on the
properties. This represents the majority condition.
2. Surface run-off from precipitation falling on land
surfaces outside the properties but which generally have their
surface drainage onto the project properties.
3. Surface run-off from precipitation falling on land
surfaces outside the properties, but whose main drainage course
traverses thru the project properties. This condition is
represented by Dry Creek.
4. Surface run-off from precipitation falling on land
surfaces outside the properties; but whose main drainage course
does not traverse thru the project properties. This condition
is represented by Mann Creek.
Only conditions 2 and 3 above will pose any serious drain-
age problems to the development of the project lands, and will
be herein analyzed. Condition 1 will be adequately controlled
by street and curb drainage systems.
B. Existing Drainage Courses
Areas of high run-off water concentrations are evident
on the properties in two (2) locations. In addition to Dry
Creek and Mann Creek, there are two small drainage basins on
the project which drain to Mann Creek and show evidence of
erosion from surface water run-off from heavy concentrations
of water.
One of these drainages is along the Easterly boundary of
the property in Section 25, Township 6 South, Range 93 West.
The second drains across the Northeast One -Quarter (NEq) of
Section 25, Township 6 South, Range 93 West and joins the other
above mentioned drainage course to jointly flow to Mann Creek
to the East of the properties.
Both of these have had check dams constructed across their
respective courses at their upper reaches for the purpose of
forming stock ponds. The first one described above has a
contributory drainage area of approximately 600 acres, whereas
the second drainage has a contributing area of approximately
1,200 acres.
Excepting for these two prominant drainage coursings,
the remaining lands forms on and surrounding the properties
have produced small natural basins which do not produce large
concentrations of run-off and therefore have not created erosion
patterns.
C. Precipitation Frequencies and Intensities
To analyze the potential flooding and errosion problems of
the two critical drainage courses, maximum run-off from the 100
year storm will be projected for both drainage areas.
The precipitation -frequency for the Northeast slope of
North Mann Mountain which forms the principal water shed for
Dry Creek has been determined from precipitation -frequency
maps for Colorado as prepared by the Special Studies Branch,
Office of Hydrology, Environmental Science Services Administration
Weather Bureau, for the Engineering Division, Soil Conservation
Service, U. S. Department of Agriculture, dated October 1967.
The precipitation frequency rates that are of importance to
storm drainage flow projections are as follows:
5 year 6 hour precipitation = 1.2 inches
25 year 24 hour precipitation = 2.6 inches
100 year 24 hour precipitation = 3.0 inches
The probability of having a 2.5 inch rain fall during the
months of May thru October is given as a 1.0 percent chance.
The rainfall intensity for the area, as given by the
Department of Agriculture is 2.25 inches per hour for the 100
year storm and 1.75 inches per hour for the 25 year storm.
D. Estimated Peak Run -Offs
The estimated peak run-offs for the two (2) areas under
consideration will herein be calculated and projected.
1. Dry Creek
The peak run-off for Dry Creek will be estimated
based on the following criteria:
a. Source of Moisture Pacific Ocean
b. Elevation of Watershed 6,000 to 10,000 Feet
Above Sea Level
c. Length of Reach on Creek 52,000 Feet
d. Differential Drop in
Elevation Along Creek 4,600 Feet
e. Average Stream Gradient 8.84 Feet per 100 Feet
f. Source of Majority of
Precipitation on Watershed Snow
g. Estimated percentage of
Precipitation as Run -Off 40%
h. Area of Drainage Basin 13 Square Miles
i. Precipitation in 24 Hours 3.0 Inches
j. Frequency 100 Years
k. Maximum Discharge = CiA =
0.4 (0.125)(8,320) = 416 CFS
1. Maximum discharge of Beaver
Creek, 23 Years of Record 85 CFS
m. Tributory Drainage Area 7.9 Square Miles
n. Maximum Discharge per
Square Mile 10.7 CFS/Sq.Mi.
s
o. Ratio of 100 Year Storm to
10 Year Storm
p. Projected Maximum 100 Year
Run. -Off on Beaver Creek
q. Maximum 100 Year Run -Off on
Dry Creek based on Beaver
Creek = 32.1 x 13.0
r. Slope of Dry Creek Channel
thru Project Properties
s. Width of Channel, Average
t. Depth of Stage of Flow,
Maximum
u. Depth of Channel, Minimum
v. Velocity of Flow, Average
2. 1,200 Acre Drainage Area
3 to 1
32.1 CFS/Sq.Mi.
417.3 CFS
3.17 Ft. per 100
9.0 Feet
3.5 Feet
12.0 Feet
13.2 Ft/Sec.
a. Distance of Overland Flow
to Point of Concentration 14,000 Feet
b. Type of Overland Surface Cultivated Fields
c. Slope of Overland Surface 0.034 Ft. per Foot
d. Time of Concentration 420 Minutes
e. Rain Fall Intensity Rate 2.25 Inches per Hour
f. Average Rain Fall Intensity
for 7 Hours 0.35 Inches per Hour
g. Maximum Estimated Flow,
1,200 x 0.10 x 0.35 = 42 CFS
h. Width of Channel, Average 4.0 Feet
i. Depth of Channel, Minimum 8.0 Feet
j. Depth of Flow at 0.010 Slope 1.0 Feet
D. Storm Drainage Structures
1. Existing Structures - All of the existing drainage channels
have historically naturally eroded the overlying silts, loams and
clays to bedrock which is sandstone. The existing channels are
quite deep, narrow and very stable with ample hydraulic capacity.
There is not any visual evidence that surface run-off water has
ever been out of their respective banks. The above calculations
confirm this visual observation.
Therefore, the existing drainage structures will continue to
be utilized as the main channels for conducting storm water from
the properties and they are adequate for increased run-off for
the project lands developed.
2. Existing Roads - The old Government Road which has been
in existance for over 100 years has not been improved with much
more than some light applications of gravel. Very little work
has been performed on any improvements other than constructing
some side ditches and placing some cross culverts. Very little
errosion has occured along this road during its existance from
overland surface run-off.
3. New Streets - The new streets to be constructed will
be utilized to conduct overland surface drainage from existing
land surfaces and new improvements to the existing drainage
structures.
Areas of concentrations and road gradients will be such
that street gutters will have ample capacities.
Storm and run-off water along the streets will be inter-
cepted by existing drainage structures to avoid creating new
drainage courses by errosion.
Some additional check dams may be added to those now
existing to provide additional detention times to provide
greater times of concentration of overland flow created by new
improvements.
4. Storm Sewers - It is not anticipated that storm sewers
will be necessary to properly drain the lands within the project,
excepting those which may be necessary for runways, taxiways and
ramps on the Airport.
5. Other Drainage Structures - Some conduit structures will
be required along the existing irrigation ditches ad development
occurs to prevent surface waters from being intercepted by these
facilities and becoming over -loaded and causing wash outs and
uncontrolled erosion from these agricultural ditches.
4 ti
The removal of native sage brush that originally covered
these lands by the ranchers has allowed for the development of
well rooted grass cover and other foliage which has improved
the retention of soil coistures, and has either greatly detered,
or has stopped soil errosion on the subject lands.
Where grass cover is disturbed on silt soils, drainage
structures and retention facilities must be provided to
minimize any future soil erosion and the silting of surface waters.
D. Subsurface Waters
There is no known subsurface or ground water naturally
present on the properties. There does exist a series of
springs within one drainage course on the property which has had
sufficient flows in past geologic times to develope its own
drainage course to Mann Creek.
The only other ground water present on the properties is
below the irrigated land areas. Surplus irrigation water readily
perculates thru the overlying loamy soils and supporting gravels
to the impervious Wasatch Formation. This surplus water thence
follows along the top of the Wasatch Bedrock to its exposure
along the bluffs of the Colorado River, Dry Creek and Mann Creek
where springs are formed.
E. Avalanches
North Mann Peak and Battlement Mesa is located approximately
twelve (12) miles Southwest of the properties. Therefore, the
subject properties are totally removed from any possible snow
slides or avalanches.
F. Mud Slides
The pediment and/or terrace gravels overlying the Wasatch
Bedrock are quite stable, free draining and well consolidated
as they were deposited by the Colorado River and therefore not
subject to slippage.
The Wasatch Formation, where exposed on the subject properties
or adjacent lands, are very stable and do not evidence any slippage
from soil pore water saturation.
Therefore, the properties are not subject to any known mud
or soil slide conditions.
4
w
NATURAL HAZARDS
A. General
In general, there are no known natural hazards which would
be perilous or detremental to residential, commercial and/or
industrial development on the properties.
B. Geologic Conditions
The area is geologically stable and is not within a known
earthquake zone. No faults or zones of geologic weakness are
present on or near the properties.
The area is entirely underlain with approximately 20,000
foot thickness of sedimentary rock. The upper formation, that
sedimentary rock formation which is immediately below surface
soils, is the Wasatch Formation which is composed of variable
thickness of bentonitic shales with interbedded lenticular,
lightly cemented, sandstones.
The more resistant sandstones which have not been completely
erroded remain as cap rock to form local mesas and hills within
and adjacent to the properties.
C. Soil Conditions
The surface soils consist of wind blown silts and fine
sands which form a loamy, well drained soil for irrigated
farming. These soils overlay a variable thickness of pediment
gravels and terrace gravels which has been deposited on the
Wasatch Bed Rock as the Colorado River formed its valley.
These pediment and terrace gravels are exposed adjacent
to the drainage channels on the property in those areas where
the silts have been stripped off by the streams and/or drainage
channels.
Along Mann Creek and Dry Creek, the pediment and terrace
gravels have been stripped off also to expose the sandstone bed
rock of the Wasatch Formation.
The foundations of building structures may readily be
founded on gravels or bedrock which are both quite stable.
The surface soils which contain the wind blown silts and
fine sands are subject to errosion if not protected from heavy
concentrations of surface run-off waters.
G. Surface Water Hazards
The properties are well above the Colorado River and local
drainages and therefore not subject to flooding.
Peak run-offs previously calculated as being possible from
100 year storms would be well contained within their respective
drainage courses. These drainage courses should, therefore,
be protected from any other usage.
Road crossing structures should have ample clearances
and capacities to insure that these structures will not cause
any type of temporary daming of these courses by debrie.
Retention ponds constructed to minimize errosion shall
have ample spillway capacities and be structurally sound to
prevent their washing out during peak run-off flows.
H. Wind Hazards
There are no known terrain conditions which would produce
unusual wind conditions on the properties.
t� MAR 2 G 1975 i►
lj
GARFIELD CO. PLANNER
March 24, 1975
Division of Water Resources
Department of Natural Resources
101 Columbine Building
1845 Sherman Street
Denver, Colorado 80203
Attrition: Mr. C. J. Kuiper,
State Engineer Re: Garfield County Airport
Industrial Park Complex
Dear Mr. Ku& )er:
Enclosed are copies of the following plans and reports for the above
named project in Garfield County, Colorado:
(1) Water Augmentation Plan including, but not necessarily
limited to:
(a) Determintation of anticipated water usage reluire-
ments for the proposed development
(b) Dete-mination of prajected consumptive use by the
proposed development
(c) Definement of water rights presently held by owners
of subject lands
(d) Historic usage and consumptive use of the existing
water rights on subject lands
(e) Definement of proposed water management plan to pro-
tect the vested rights of all other water users
(f) Proposed method of implementing the water management
plan
(g) Proposed plan of augmentation to prevent material
damage to vested water rights.
Mr. C. J. Kuiper
(2)
Preliminary P1 s'
(a) Water
water
r
(b)
(c)
March 24, 1975
2
Distribution System design with existing
and points
treatment
facilities indicated
Collection System design
Sanitary Sewer wastewater
of return flow from proposed
facilities of the various acre -
Preliminary Plat and summary
ages and land use
(3) Final Plans:
inity map of subject pToperties
(a) Vicof subject properties
(b) Ownership and Boundary map
Vegetation map of present land use
(c) royal and the
Sketch Plan Approval required
has received to submitthe
appropriate
The proposed project Limited,, plan Review by
Owner, Rifle Lands, for Preliminary
documents necessary authorities• is the eva-
luation
and County at this time domestic
T
is known to be lackingat
h furnishing
l a one itemyyothur
of the proposed p
luation by Y°Ur °ffic
water for the development.submits the enclosed information
Therefore,
the Owner respectfully
for your review and comment.Very truly yours,
T. V. GAREL ENGINEERING CO.
Theron V. Garel, President
TVG/jrg
Enclosures
cc:
Mr. Larry Schmue Director of Planning
Garfield County
ROUGH DRAFT
WATER AUGMENTATION PLAN
FOR
GARFIELD COUNTY AIRPORT INDUSTRIAL PARK COMPLEX
A. ANALYSIS OF PROPOSED WATER SUPPLY
A.1 General
The general plan to provide a potable domestic water
supply for the proposed developments within the boundaries of the
Garfield County Airport Industrial Park Complex is based upon the
utilization of existing waters that have historically been applied
to these same lands for various other purposes.
The initial waters to be utilized will be waters
originating from natural springs situated on the subject proper-
ties which have been historically utilized for stock watering,
agricultural irrigation and for domestic purposes.
At such time as the quantity of water produced from
these natural springs are insufficient to satisfy the needs of
the development, waters diverted from other surface water sources
shall be utilized to supplement the spring water.
The proposed development will utilize waters for dom-
estic, industrial and agricultural purposes.
The waters utilized for domestic purposes shall be re-
turned to the hydraulic system of the Colorado River by a central
wastewater collection and treatment system.
In accordance with Senate Bill 35, the State Engineer
for the State of Colorado is required to review and evaluate the
proposed water plan to serve a new development and determine its
soundness.
It should be further noted that an approval of a plan
by the State Engineer as to soundness, does not preclude further
objections to such a plan by other water users which may be affected
by such a plan.
Therefore, it is the purpose of this plan, not only
to meet the minimal requirements as may be established by the
State Engineer's evaluation, but to also anticipate any other cir-
cumstances or conditions which may be non -beneficial to other
water users.
The plan will be developed and analyzed under the
various areas of interest as follows:
ROUGH DRAFT PAGE TWO
a. Determination Of Projected Water Usages To Be
Experienced By The Proposed Development
The projected volumes of water and rates of water
usage to be experienced under the proposed development as may be
necessary to satisfy the various needs and beneficial purposes will
be therein established.
b. Determination Of Projected Water Depletions
The projected volumes of water depletions under
the various water usages as determined and defined under "a"
above will be determined for the proposed development.
c. Definement Of Sources Of Water Supplies
The various sources of water supplies that have
been utilized on the subject lands shall be defined. The adjudi-
cated rights to divert water from these various sources will be
ddscribed in conjunction with the quantities of water which have
been historically diverted and beneficially applied to the various
uses in the past.
d. Determination Of Depletions To The Hydraulic
System Under Past Usages
The historic depletion of water from the hydrau-
lic system of the Colorado River that has been experienced under
the historic usage of water from the various sources as defined
in "c" above will be herein determined.
e. Definement Of Water Management
Any changes in the quantity of water which may
be available to the hydraulic system under the proposed uses as
compared with past usages will be herein determined. In addition
to any changes in quantities of water, any changes in times at
which water may be available will also be determined.
Any benefits and/or damages which may result in
changes in water management will be described.
f. Proposed Augmentation Plan
The proposed plan of water augmentation to sat-
isfy changes in water management under proposed uses will be des-
cribed so that the amendability of such planned changes with other
existing water rights may be defined.
•
•
•
•
ROUGH DRAFT PAGE THREE
g
Water Service Plan
The water service plan whereby the waters will be
diverted from their various sources, processed, and then distri-
buted to the various users will be described to indicate the phy-
sical implementation of the proposed augmentation plan.
h. Ownership
The ownership of the various water rights to be
utilized for purposes that heretofore have been set forth will be
described.
A.2 Determination Of Projected Water Usages To Be Experi-
enced By The Proposed Development
The various water usage requirments that may be in-
curred under the proposed development will herein be established.
Since there are many variables which may have an
effect upon water usage, the various values and rates to be es-
tablished herein will be estimates only, but, in each case, the
values will not be less than those values generally accepted for
similar types of usages in this area.
In any event, all water diversions, and/or usages
shall be accurately metered by a responsible authority, as will
be the return flows to the hydraulic system. Therefore, any dis-
crepancies between actual values experienced and those projected
herein can be determined and appropriate corrections may be
effected.
a. Domestic Water Usage Requirements
The water usage requirements that will be exper-
ienced under the proposed planned unit development for domestic
purposes will include in-house usages, irrigation of landscape
grasses and foilages, fire protection and other public works
maintainence purposes such as street cleaning, hydrant flushings
and sewer flushings.
Domestic water usages vary depending upon the
size of the system, system losses, climate, amount of irrigation,
type of residential family units, and number of persons per fam-
ily, type of water source and type of wastewater disposal.
The average daily water usage per person in the
amount of 100 gallons is accepted as a standard for many types
of planning. Based on this standard the water usages per person
and per average single family unit would be as shown in Table
No. 1.
ROUGH DRAFT
TABLE NO. 1
PAGE FOUR
• STANDARD AVERAGE WATER USAGE REQUIREMENTS
•
•
Description of Period of Usage
Per Single
Per Capita Family Unit
Average Day For Year 100 GPD 400 GPD
Peak Day For Year 150 " 600 "
Total Usage For Year 36,500 Gal. 146,000 Gal.
or 0.1120 Ac.Ft. 0.4481 Ac.Ft.
The above water usage requirements will be com-
pared with other accepted standars for this area of the country.
a.(1) In -House Water Usages
The amount of water utilized for domestic
in-house purposes includes all usages normal to a single family
living unit. These usages may include, but not necessarily be
limited to, waters utilized for cooking. cleaning, batheing,
laundry, dishwashing, garbage disposal and other sanitary purposes.
The climatic conditions and altitude for
the subject lands are similar to other areas of the State of Colo-
rado below the altitude of 6,000 feet. The normal water usages
during the months of December, January and February represents
the in-house water demands, as all outside uses are curtailed during
these periods.
The in-house water usage rates for several
areas and communities in Colorado and from several other authorities
are summarized in Table No. 2.
The various usage rates shown are based on
communities having a central water system having adequate capacity
to satisfy peak domestic usages at a residual pressure of not less
than 30 psi and with central wastewater disposal system. Housing
units are predominantly single family with modern plumbing fixtures
and kitchen -laundry aids, and having water meters on each housing
unit.
Systems utilizing individual water wells and
septic tanks for wastewater disposal will have usage rates below
those indicated in Table No. 2.
ROUGH DRAFT PAGE FIVE
TABLE NO. 2
IN-HOUSE WATER USAGE RATES, PER CAPITA, FOR DOMESTIC WATER SYSTEMS
SERVICING SINGLE FAMILY DWELLING UNITS
Water Usage, Gallons Per Day Per Capita
Avg. Day For Year Peak Day For Year
Source of Information
(1) U.S. Department of 95
Health, Education $ Welfare 75
(2) Federal Housing Admin. 56 84
(3) Ute Water Conservancy 89
District, Mesa County, Colo. 68
(4) City of Arvada, Colo. 82 104
(5) County of Summit, Colo. 73 110
(6) City of Cortez, Colo. 86 105
(7) Criteria for this Study 80 100
Sources Of Data For Table No. 2
(1) Manual of Septic Tank Practice, Latest Edition (1963):
This value is from the above design handbook which sets forth
tables listing the best average metered water usages per per-
son as compiled from many existing systems for purposes of
estimating sewage flows from in-house usage. Maximum daily
usage is given as 1.25 times average daily usage.
(2) Study by John Hopkins University and Federal Housing Admini-
stration:
This study was prepared for puspoes of determining values
for maximum day and peak hourly water flow rates for domestic
water use patterns where lawn irrigation and sprinkling usage
was limited. This study indicated that the overall domestic
in-house use was approximately 56 gallons per day per capita.
Maximum daily usage was stated as being 1.50 times the aver-
age daily water consumption.
Report for "Ute Water Conservancy District", Mesa County,
Colorado, as prepared by Western Engineers, Grand Junction,
Colorado:
This report was prepared for purposes of expanding the water
treatment facilities servicing this District. This is a rural
(3)
ROUGH DRAFT PAGE SIX
domestic water system which is 100% metered. The cost of
water to the consummer is not less than $3.00 per 1,000
gallons of water metered.
The cost of water is sufficiently high to encourage the use
of water for in-house use only. Also, all users have ditch
water that they utilize for livestock watering and irrigation
purposes. Study covered 10 years of records with water to
the system measured by a magnetic flow meter, whose accuracies
are within 1% of flow rate and individual house meters are
within plus or minus 3% of maximum flow rate.
The figures shown are the summation of the individual meters.
The water metered to the system is about 6% higher, the diff-
erence being system losses.
(4) Report for City of Arvada, entitled, "Engineering Feasibility
Report on Water Production Facilities for the City of Arvada,
Colorado", prepared by T. V. Garel, Consulting Engineers:
This source was selected because the study was based upon data
derived from a totally metered system of predominantly single
family residential users, with a minimum amount of commercial
facilities and no industrial users. The water to the system is
metered and recorded by a magnetic flow meter, and each water
tap is metered through a disk meter with totalizer. The diff-
erence between the summation of individual meters and water
metered to the system is approximately 10%, representing sy-
stem and treatment plant losses.
Records cover a 10 year period. The values shown are the
average per capita usage during the non -irrigation months of
November through March.
Since commercial use is included in the values shown, this
represents the normal modern -residential area and its con-
sumptive water usages.
Report for County of Summit, entitled, "Engineering Report
and Feasibility Study for Sanitary Wastewater Treatment Fac-
ilities for the Snake River Drainage of the Summit County
Sanitary Sewer System", as prepared by T. V. Garel, Consulting
Engineers:
This source was selected because the study was based upon
data derived from several metered water systems within the
County of Summit. Within these water service areas, there
is practically no water utilized for irrigation purposes, and
data truly reflects in-house use.
(5)
ROUGH DRAFT PAGE SEVEN
(6) Report for the City of Cortez, Colorado, entitled, "Report
on Water Distribution System for City of Cortez", as pre-
pared by T. V. Garel, Consulting Engineers:
This source was selected because the study was made for
determining water losses incurred in the distribution system.
The City is 100% metered with 81% of the connected taps being
single family residential users. The system does serve the
commercial businesses and public institutions within the City.
Water is metered to the system through the water treatment
plant.
The values shown are for the months of December, January,
and February when irrigation is not practical and system
losses were about 12%. The values shown include system
losses and would represent a maximum figure for in-house usage
for a complete system.
This is the value selected for purposes of projecting water
usage rates for in-house purposes for this report. This value
includes system losses and water which may be utilized for
light commerical activities that are normally associated with
residential developments as of this date.
a.(2) Per Capita Water Usage For Other Types Of
Establishments
(7)
The previous value established for in-house
water usage per capita was for single family dwelling units. The
per capita usage for in-house purposes for various other types of
establishments will be determined from generally accepted standards
as shown and tabulated in Table No. 3.
•
ROUGH DRAFT
PAGE EIGHT
TABLE NO. 3
IN-HOUSE PER CAPITA WATER USAGE FOR OTHER TYPES OF
ESTABLISHMENTS
Description of Establishment
Single Family Dwelling Unit
Multiple Family Dwelling Units,
(Apartments, Condo's Townhouses)
Motel Units, Per Room
Day Schools with Cafeterias,
Gyms & Showers (Per Pupil)
Day Workers at Offices, Busi-
nesses, Commercial Light
Industrial Facilities
Average In -House Per Capita
Usage Per Day
80 Gallons Per Day
70
55
25
15
Mobile Home Units 70
Airports (Per Passenger but not
Including Restaurants) 5
Restaurants (Per Seating Capacity) 20
a.(3) In -House Water Usage Rates Per Unit
The in-house water usage rates per living unit
will be determined from the previously established per capita water
usage rates for the various types of establishments as shown in
Table No. 3, and the average number of persons occupying each unit.
The number of persons occupying a unit will
be assumed to be the same as the theoretical average number of per-
sons occupying similar facilities in other areas of Colorado. Since
these occupancy rates have been taken by dividing the total number
of persons as determined from census reports by the corresponding
number of units, the average densities are not whole numbers.
The water usage rates for the respective
living units are tabulated in Table No. 4.
tt
„
„
It
„
ROUGH DRAFT PAGE NINE
TABLE NO. 4
• IN-HOUSE WATER USAGE RATES FOR VARIOUS TYPES OF LIVING UNITS
Avg. No. Per
of Capita Usage Rate, Gal/Day/Unit
Persons Usage Average Peak
Description of Living Unit Per Unit (GPD) Daily Daily
Single Family Dwelling Unit 3.8 80 304 380
Miltiple Family Dwelling Unit 3.0 70 210 263
Mobile Home Units 2.4 70 168 210
a.(4) Domestic Landscape Irrigation
In addition to the in-house water usages pre-
viously determined, there will be water utilized for landscape irri-
gation of grasses, shrubs and trees.
Two methods shall be utilized for estimating
the water usage demands for this purpose. One method will analyze
water usage rates in other areas for this purpose, while the second
method will calculate water usage requirements from areas irrigated.
The water required for irrigation is depend-
",
ent upon climate, soil types and soil depths.
•
Climatic Conditions
The climatic conditions which the subject
properties will be subjected to over an extended period of time will
be as follows:
Elevation: 5,500 to 5,800 Ft. MSL
Latitude: 39° 30' North
Average Annual Preci-
pitation: 10.80 Inches
Average Length of Growing
Season: 163 Days
Average Mean Temperature: 50° F.
Average Annual Precipi-
tation During Growing
Season: 5.60 Inches
Mean Monthly Temperature
During Growing Season: 68° F.
The areas which will have domestic develop=
ment placed upon their surfaces are classified as sagebrush savannas.
The areas which will be retained in green-
belt or open spaces are classified as Pinyon -Juniper woodlands and
range in elevation from 5,700 to 6,100 feet MSL.
•
ROUGH DRAFT PAGE TEN
Soil Conditions
The soiltypes which have been classified
on the Soil Survey Map are generally loamy in the areas to be de-
veloped. The range of these loamy soils will be from sandy loams
on the lower elevations to loamy clays at the higher elevations.
The soil depths will vary from 5 to 10 feet
at the lower elevations to 30 to 60 inches in depth at the higher
elevations.
Water For Irrigation Purposes By Method One
The amount of water to be utilzzed for land-
scape irrigation will be first determined from usages for such pur-
poses in other similar areas.
The monthly usage of water per single family
dwelling unit for these areas are summarized in Table No. 5.
COMPARISON OF
Month
January
February
March
April
May
June
July
August
September
October
November
December
TABLE NO. 5
AVERAGE MONTHLY WATER USAGE FOR SINGLE FAMILY
'DWELLING UNITS
Average Water Usage Per Month Per Single Family
Dwelling Unit For Ten Years Of Record
Ute Water Con -
City of Arvada City of Cortez servancy District
Total for Avg. Yr.
Total Est. In -House
Use For Yr. _
Total Est. Out -of -
House Use for Yr.
10,013
8,618
10,131
14,250
20,968
25,483
31,453
25,916
23,256
18,023
10,260
10,249
208,620
327 GPD
119,355
Gal.
„
10,410
10,303
10,848
13,882
26,252
33,438
41,357
33,494
25,486
15,910
15,036
13,577
249,993
x 365 Da. 370 GPD
Gal. = 135,050
Gal.
„
„
„
„
8,122 Gal.
7,685
8,215
10,342
12,400
13,988
14,642
13,700
12,322
9,708
8,430
8,926
128,480
x 365 Da.272 GPD x 365 Da.
Gal. = 99,280 Gal.
„
It
tt
„
„
„
„
„
89,265 Gal. 114,943 Gal. 29,200 Gal.
ROUGH DRAFT PAGE ELEVEN
The out -of -house use for the City of Arvada
includes water utilized for landscape irrigation and municipal
uses.
The out -of -house use for the City of Cortez
includes water utilized for landscape irrigation, home gardens and
municipal uses.
The out -of -house use for the Ute Water Con-
servancy District includes water for landscape irrigation only.
All home gardens are irrigated by ditch water and there are not any
municipal uses.
Water For Irrigation Purposes By Method Two
The use of water for landscape irrigation is
applied principally on grasses. The growing season for grasses is
longer in duration than the frost -free periods of each year.
The growing season for grasses will generally
extend from the first of May through September and has been assumed
to be an average of 163 days.
The quantity of water required for irriga-
tion to sustain grasses is equal to the seasonal evapo-transpiration
rate less precipitation.
Based on several studies conducted by the
U. S. Department of Agriculature on blue grass at Fort Collins,
Colorado, these grasses will evaporate approximately 26 to 30 inches
per season.
The average annual precipitation during the
growing season is 5.6 inches, leaving a net irrigation requirement
of 20.4 to 24.4 inches per year.
The maximum areas which may be placed into
landscape will equal the total platted areas for each of the var-
ious types of development, less areas placed into paved streets,
parking areas, walkways, driveways, building and open spaces.
The estimated areas which may be placed into
irrigated landscaping for the various living units are itemized
in Table No. 6.
will be as follows:
The basis for determining landscaped areas
Maximum Area Of Development To Receive Land-
scaping Requiring Irrigation
ROUGH DRAFT PAGE TWELVE
The various areas of land surfaces which may
receive supplemental irrigation under the proposed development will
herein be projected. The types of grasses and foilage that would
be grown in these areas would be those normally associated with
residential land uses. The areas that could be planted in grasses
and/or foilages will be the summation of the single family residen-
tial areas and mobile home site areas, less those land areas util-
ized for other purposes.
Land areas within the development which will
be utilized for other purposes will be determined from the proposed
plans.
These non -irrigated land areas will include
paved street areas, parking areas, sidewalks, driveways, building
areas and drainage areas left as open spaces.
The estimated areas to be placed in non-
irrigated land use will be determined from the following criteria
for each type of residential development.
Single Family Residential Development
Building Areas
The average size residential building will
be based on a three bedroom home having a kitchen, livingroom,
dining room, family room, two baths and two car garage and will
have an average ground floor area of 2,400 square feet. The drive-
ways will be based on a 30 foot house set back and 36 foot wide
streets in 60 foot wide roadways. Average area of driveways will
be 1,200 square feet. Sidewalks and patios will average 2,550
square feet per unit.
The total estimated covered area per single
family dwelling unit will be 6,150 square feet.
Paved Roadway and Street Areas
The estimated area of paved streets and pub-
lic sidewalks will be based on 36 foot wide roadways from flow line
to flow line and 3 foot wide sidewalks for a total width of 42 feet.
There is a total of 71,650 lineal feet of
roadways in the proposed residential areas and mobile home site.
Drainage Area
Drainage areas within the proposed residen-
tial development which will be retained in their present condition
for conducting surface run-off amount to approximately 36 acres.
ROUGH DRAFT PAGE THIRTEEN
TABLE NO. 6
SUMMARY OF IRRIGATED LANDSCAPE AREAS WITHIN PROPOSED DEVELOPMENT
Total
Description of Land Use Acreage
Single Family Dwellings
Multiple Family Units
Mobile Home Units
206 Ac.
32 "
44 "
Acre.
Paved
Areas
54 Ac.
6 "
13 "
In Other Uses Max. Area
Building Open For
Areas Areas Landscaping
65 Ac.
13
11
tt
23 Ac.
5 "
8
64 Ac.
8 "
12 "
Total Areas 282 Ac. 73 Ac. 89 Ac. 36 Ac. 84 Ac.
Total estimated evapo-transpiration loss for
the proposed development would be between 142.8 acre feet and 170.5
acre feet of water per year. This would be an amount of 55,560,000
to 46,528,000 gallons per year.
The total number of equivalent single family
residential units would be as follows:
Single family residential unit
Multiple family units = 0.69 x
Mobile Home Units = 0.55 x 230
= 1.0 x 460 units = 460
400 units = 276
units = 127
Units
T1
Total Equivalent Single Family Units = 863 Units
. Average Landscaped Area per Unit = 4,240 Sq.Ft.
Therefore, the average yearly water require-
ment for landscape irrigation as determined by Method Two would
vary from 53,914 gallons to 64,380 gallons per year per single fam-
ily dwelling unit.
For purposes of this study, water usage re-
quirements for landscape irrigation and home gardens is an amount
equal to 102,000 gallons per year per single family dwelling unit.
The net evapo-transpiration losses shall be
assumed as 59,000 gallons per year per single family dwelling unit.
a.(5) Summary Of Water Usage Requirements
The estimated water usage requirements for
the proposed development will be summarized in Table No. 7 based
on the following configuration of development:
Residential Living Units
Single Family, 460 Units x 1.0 =
Multiple Family, 401 Units x 0.69 =
Mobile Home, 230 Units x 0.55 =
• Total Single Family Equivalent Units =
460 Equivalents
276 Equivalents
127 Equivalents
863 Equivalents
ROUGH DRAFT
Airport
• 400 Passengers Per Day
150 Unit Motel
150 Seating Capacity Restaurant
•
•
School
560 Pupil Elementary School
Industrial Development
1,200 Day Workers
TABLE NO. 7
PAGE FOURTEEN
SUMMARY OF DOMESTIC WATER USAGE REQUIREMENTS
No. Of
Description of User Units
Water Usage Requirement ( Gallons)
Avg. Day Avg. Day Total
Year Peak Day Peak Day For Year
Residential, In -House 863 262,360 288,580
Residential, Out -of -
House 863 241,170 787,630
Airport, Passengers 400 2,000 4,700
Airport, Motel 150 6,600 7,400
Airport, Restaurant 150 3,000 6,000
School 560 10,000 14,000
Industrial 1,200 12,800 16,000
Sub -Total for All
Users
System Losses
Fire Requirements
327,940
1,224,000
10,000
8,000
9,000
14,000
18,000
537,930 1,124,310 1,610,940
53,790 112,400 161,800
2,870,000
95.76 MG
88.03 MG
0.73 MG
2.44 MG
1.10 MG
2.75 MG
4.69 MG
195.47 MG
19.55 MG
0.60 MG
Total for Proposed
Development 591,720 1,236,710 4,642,040 215.62 MG
661.75 Ac.Ft.
A.3 Determination Of Projected Water Depletions
The actual depletions that will be experienced by the
proposed development will herein be projected.
Certain water usages and return flows may be accurately
measured, and projections made herein will be for showing feasibility
of the eventual water augmentation plan to be developed.
ROUGH DRAFT PAGE FIFTEEN
Water produced from springs and/or wells will be
metered, recorded and totalized.
Water diverted from surface sources will be processed
and metered to system. Water quantities will be recorded and
totalized.
All water for uses other than sewer flushings, fire
fighting, hydrant flushing will be metered and totalized for
billing purposes.
All wastewaters from domestic, commercial and indus-
trial users will be metered at the wastewater treatment facilities.
Therefore, the difference between the summation of
water metered to the system and the summation of water metered to
all consummers will be the amount of water utilized for uncon-
trolled purposes and system losses.
The difference between the summation of water metered
to all consummers and the summation of wastewater metered to sewage
treatment facilities will represent water utilized for irrigation
purposes and domestic usage losses.
Water utilized for sewer flushings will be indicated
as system losses, but will be metered back into the hydraulic sy-
stem at the sewage plant and will therefore be accounted for.
Water utilized for hydrant flushings, fire purposes,
and street flushings will be returned to the hydraulic system of
the Colorado, but will be indicated as losses to the system.
Therefore, water utilized for landscape irrigation
purposes will be accounted for an totalized. The amount of water
returned to the hydraulic system will equal the quantity of water
applied to landscape irrigation less the evapo-transpiration losses.
The estimated evapo-transpiration losses on the projected irrigated
landscape areas has been determined in Paragraph a.(4) "Domestic
Landscape Irrigation" above.
Based on the projected water usage requirements as
summarized in Table No. 7, the following projected losses and re-
turn flows to the hydraulic system will be tabulated in the pro-
posed accounting form in Table No. 8.
It should be noted that the quartering of horses and/or
other livestock will not be allowed by covenants on the subject
properties.
•
PAGE SIXTEEN
ROUGH DRAFT
TABLE N0. 8
PROJECTED WATER DEPLETIONS FROM PROPOSED DEVELOPMENT
Description of Use
Residential, In-
house
Residential, Out -
of -house
Airport, Passengers
Airport, Motel
Airport, Restaurant
Elementary School
Industrial
Municipal
Fire Requirements
System Losses
Total for Proposed
Development
or:
total
usage
Annual
Maximum
Usage
Require.
(Table 7)
95.76 MG
88.03
0.73
2.41
1.10
2.75
4.69
10.00
0.60
19.55
Estimated
Return
Flow To
Hydaulic
System
90.87 MG
37.11
0.69
2.21
1.04
2.48
4.45
5.00
0.20
10.00
Estimated
Annual
Depletions
(Gal. Per Yr.)
4.79 MG
50.92
0.04
0.20
0.06
0.27
0.24
5.00
0.40
9.55
225.62 MG 154.15 MG 71.47 MG
661.75 Ac.
Ft.
The average annual return flow is equal to 68.32% of
usage requirements, or depletion is equal to 31.68% of total
requirement.
A.4 Definement Of Sources Of Water Supplies
The sources of water to be utilized to support the
proposed development will be a portion of those waters presently
utilized for domestic and agricultural purposes on the subject
lands.
473.10 Ac.Ft. 219.35 Ac.Ft.
The rights, title and interest held in the various
reservoirs, ditches and water rights by the Owner's of the sub-
ject lands are described as follows:
ROUGH DRAFT
Name of Ditch
L and C
Sliding
Sliding, 1st
Enlargement
Enterprise
Crann Pipe
Line (1)
Vaughn Res-
ervoir (2)
Last Chance
Ditch 1st
Enlargement
Notes: (1)
Source of Water
Beaver Creek
Mamm Creek
Mamm Creek
Mamm Creek
PAGE SEVENTEEN
Amount
Date Of Total of
Ditch Appropria- Prior- Flow Flow
No. tion ity No. Decreed Held
68 5-16-92 112 40 cfs 11 cfs
39 4-23-86 50 70 70
39 4-21-87 78 70 70
67 7-1-91 111 53 17.3
130 60 60
Res.2 3-14-92 2 30 30
Springs 83
Beaver F, Mamm
Colorado River 52 3-23-87 73 50 3.68
20 cfm of the Crann pipe line is decreed for domestic
and stock watering use and has domestic priority No. 11
(2) The decreed storage capacity of this reservoir is
7,000,000 cubic feet or 160.7 acre feet
a. Historic Water Usage
Waters from the above named sources have been diverted
under the decreed rights to sustain a 1,780 acre sheep ranch.
The average number of sheep sustained by the ranch and
grazing permits on Federal lands under the Taylor Act was 2,000 to 2,200
head.
The livestock have been transported to the Federal
grazing range during the summer months from June through September.
During the growing season, natural grasses and
forage on the ranch have been supplemented by the growing of alfalfa
and tame hays on irrigated lands.
The sheep were wintered on the ranch from the end
of September through the following June. The running springs on
the property provide year around stock water.
The total area of land under cultivation on the
ranch amounts to 408.25 acres, plus or minus.
Approximately 296.85 acres of this cultivated land
are irrigated fields which receive waters throughout the growing
season of each year.
•
•
•
•
ROUGH DRAFT PAGE EIGHTEEN
The remaining 111.40 acres are dry lands which
may receive supplemental irrigation when water is available
during the growing season.
The yearly reportings from the Water Commissioner
for Water District No. 45, Water Division No. 5 of the State of
Colorado indicates a total acreage of 375 acres under irrigation.
In addition to the waters applied for irrigation
and stock watering, water has been utilized for domestic purposes
for three families
b. Historic Water Depletions
The historic water depletions that have been ex-
perienced from the above water usages will be herein estimated.
b.(1) Water Depletions By Evapo-transpiration
The quantity of water that has been utilized
by the alfalfa and native meadow grasses will be estimated upon
the basis of various research papers prepared for the U. S. Depart-
ment of Agriculture.
Method One, Nomagraphs Developed By The
U. S. Soil Conservation Service
The first method of estimating water con-
sumptive use by irrigated pasture lands for the area will be from
nomagraphs developed by the U. S. Soil Conservation Service for
irrigated crops of the Western regions of the United States.
The nomagraphs were prepared from the solu-
tions of imperical formulas developed to express consumptive use
by evapo-transpiration processes in crop growth.
The imperical formula developed was as
follows:
U = Summation of k x f, where U is the consumption use
of the crop in inches for any period.
f = Consumptive use factor for given latitudes, mean
monthly temperatures, and percent of monthly daytime
hours.
k = Imperical coefficient for given crops.
(0.85 for alfalfa)
(0.75 for grass and hay crops)
•
•
ROUGH DRAFT PAGE NINETEEN
Based upon the daylight hours and mean
temperatures for Rifle, Colorado, the monthly evapo-transpiration
losses were determined as follows in Table No. 9.
TABLE NO. 9
ESTIMATED EVAPO-TRANSPIRATION REQUIREMENTS FOR ALFALFA BY
NOMORAPH
Month
May
June
July
August
September
October
Totals
Days
30
30
31
31
30
31
Evapo-Transpiration
f Requirements
6.47
6.59
7.10
6.70
5.40
4.40
183 Days 36.66
Water From Precipitation During Period:
Total Supplemental Water Required to Satisfy
Evapo-transpiration Losses from Irrigation
Sources:
or:
5.50
5.60
6.03
5.70
4.59
3.75
31.17 Inches
6.00
25.17 Inches
2.10 Ac.Ft./Ac.
Method Two, Measured Evapo-transpiration Rates
The second method to be utilized will be
from measured data developed in publication entitled, "Water Use
By Native Grasses In High Altitude Colorado Meadows", by E. G.
Kruse and H. R. Haise, Agricultural Research Service, U. S. Dept.
of Agriculture, February 1974.
This paper covered the measurements of
evapo-transpiration (Et) by meadow grasses, evaporation and other
climatological conditions in the South Park and Gunnison areas of
Colorado during the three summer seasons between 1968 and 1971.
The elevation of the South Park test site
at Garo, Colorado was 9,100 feet above mean sea level.
The elevation of the Gunnison test site was
8,000 feet above mean sea level.
The seasonal Et varied from 23.2 to 24.5
inches at the South Park site and 23.5 to 27.8 inches at the
Gunnison site.
•
ROUGH DRAFT
PAGE TWENTY
The study concluded that the Et estimating
equation that gave the best correlative results with the measured
Et was that derived by Jansen and Haise based on a 1963 study en-
titled "Estimating Evapo-transpiration From Solar Radiation", as
reported in American Socieity Civil Engineers Proceedings Journal,
Irrigation and Drainage Division 89 (1R-4) Paper 3737.
The coefficients were slightly altered to
correspond with field measurements and were given as follows for
the Kruse-Haise equation:
Et (Evapo-transpiration) = (0.0123T - 0.147) Rs & Minimum
temperatures in degree Fahrenheit
Rs = Total Daily Solar Radiation
Based on data available for the Rifle area,
the monthly averages would be as follows:
TABLE NO. 10
ESTIMATED EVAPO-TRANSPIRATION RATES BY THE KRUSE-HAISE
EQUATION
Average Daily Total Daily Calculated
Month Mean Temperature Solar Radiation Et
May 51.6 0.35 In./Day 5.29 Inches
• June 57.1 0.38 6.33
July 64.3 0.36 7.18 "
August 62.9 0.31 6.02
September 53.4 0.26 3.98
October 50.5 0.22 3.23
32.03 Inches
6.00 "
Total Estimated Et for Season:
Precipitation During Season:
Total Supplemental Water Required to
Satisfy Evapo-transpiration Losses
from Irrigation Sources:
2.17 Ac.Ft./Ac.
The measured Et by the Kruse-Haise projects
at both the South Park and Gunnison sites were below the calculated
Et's by three other imperical formulas, and above the 1963 Jenson-
Haise equation by 25%.
The use of the Kruse-Haise equation results
in a slightly higher Et for grass meadows than for alfalfa by noma-
graph.
Most authorities indicate that alfalfa re-
quires from 0o to 25% more water than grass meadows.
ROUGH DRAFT PAGE TWENTY-ONE
Summary Of Evapo-transpiration Rates
The evapo-transpiration rate as determined
by the Kruse-Haise equation will be utilized for the basis of this
analysis. It provides a conservative estimate of Et for the sub-
ject lands for the following reasons:
(1) Results are based on 183 days of irrigation whereas waters
are available in the ditches in this area for an average of
194 days, and the average growing season is 193 days.
(2) Results are based on grass meadows, where in fact alfalfa has
been principally grown on irrigated lands.
Based upon the above determined evapo-
transpiration requirements as satisfied by supplemental irrigation
waters, the estimated average annual quantity of water depleted
from the hydraulic system of the Colorado River would have been
as follows:
Number of acres under irrigation on lands
under the ranch: 296.85 Acres
Annual rate of water depleted: 2.17 Ft./Ac.
Total average annual quantity of water
depleted from hydraulic system by agri-
cultural irrigation:
644.17 Ac.Ft./Yr.
b.(2) Water Depletions By Other Historic Uses Of
Water
Waters have been historically utilized on
the subject properties for stock watering and domestic purposes.
Live stock that has been carried on the ranch
has included sheep, cattle, hogs, chickens, turkeys and horses.
The principle live stock carried on the
ranch has been sheep. The number of sheep carried has varied from
1,200 to 2,000 head of ewes and rams. Lambs are not included in
the count as they principally nurse from lambing to the time they
were transported to summer range. Lambs were then normally sold
in the fall, except for those kept for breeding purposes.
The amount of water consumption by adult sheep
varies from 2 to 4 gallons per day. Nursing ewes will consume
amounts twice the normal consumption. Peak consumption will occur
during the summer months while sheep are on Federal lands.
•
•
•
ROUGH DRAFT PAGE TWENTY-TWO
ewes
The quantity of water
is estimated as follows for the various
January
February
March
April
May
October
November
December
2.0 gpd
2.0 gpd
4.0 gpd
4.8 gpd
6.0 gpd
2.4 gpd
2.0 gpd
2.0 gpd
31
29
31
30
31
31
30
31
62
58
124
144
186
74
60
62
consumption
months:
Total 770 Gallons Per
Year
for nursing
The estimated average annual water
by livestock watering is calculated as follows:
Average Number of Adult Nursing Ewes:
Annual Depletion @ 770 Gal. per Head:
Average Number of Adult Dry Ewes and
Rams:
Annual Depletion @ 500 Gal. per Head:
Total Estimated Annual Depletion from
Lovestock:
or:
depletion
1,000 Head
770,000 Gal./Yr.
300 Head
150,000 Gal./Yr.
920,000 Gal./Yr.
2.82 Ac.Ft./Yr.
b.(3) Summary Of Historic Water Depletion To The
Hydraulic System Under Past Usages
Depletion by Agricultural Irrigation:
Depletion by Stock Watering:
Depletion by Domestic Use, 3 @ 0.20 Ac.Ft.:
Depletion by Evaporation from 9.52 Acre
Water Surface of 160.70 Acre Foot Water
Storage Reservoir @ 24 Inches per Year:
Total Average Annual Depletion From all
Sources of Water Use:
644.16
2.82
0.60
Ac.Ft./Yr.
Ac.Ft./Yr.
Ac.Ft./Yr.
19.04 Ac.Ft./Yr.
666.62 Ac.Ft./Yr.
c. Definement Of Water Management
The definement of the present management of waters
diverted from surface water supplies and springs will be herein
analyzed and compared with proposed water management practices un-
der the intended usages.
Any changes in quantities of return flows will be
described and any damages which may result therefrom determined.
c.(1) Estimated Annual Yields From Water Rights
Held Under Subject Lands
The yields of water that have been his-
torically available under the various water rights held for bene-
ficial use on the subject ranch will be herein analyzed.
•
•
ROUGH DRAFT PAGE TWENTY-THREE
Last Chance Ditch Water Right Out Of The
Colorado River
The owners of the subject lands hold 200
shares of stock in the Loesch and Crann Ditch Company which re-
presents a right to divert water at the maximum rate of 3.68 cfs
out of the Last Chance Ditch, and said right would have yielded
the following quantities of water for each of the respective years.
Minimum Yearly Apportionment, 1963
Maximum Yearly Apportionment, 1954
Average Yearly Apportionment for the
Last 22 Years of Record
287 Ac.Ft.
1,472 Ac.Ft.
736 Ac.Ft.
Water is presently diverted out of the Last
Chance Ditch by means of an eight inch size pump driven by a size
D-13 Caterpiller engine, gas fired. The water is transported from
the pump to the irrigation system onthe ranch by a ten inch dia-
meter pipe line having a capacity of 3.713 cfs at a velocity of
6.80 feet per second.
The above stated yields have been derived
from the annual reported water diversions of the Water Commissioner
for Water District 45 to the State Engineer for the Last Chance
Ditch since the water year 1950.
The recorded diversion of water out of the
Colorado River to said ditch are summarized in Table No. 11.
ROUGH DRAFT
PAGE TWENTY-FOUR
TABLE NO. 11
REPORTED DIVERSION OF WATER OUT OF THE COLORADO RIVER
H A 'AIC D rH^AS ILSD WITH THE STATE
El4GINEEP. FOR COLORADO
Aver.
No. Of Daily No. Of No. Of
Cal. Date Of Date Of Days Diversion Ac.Ft. Acres
Yr. First Use Last Use Diverted (cfs) Used Irrigated
1950 5/1 11/10 194 25 9,700 1,074
1951 5/15 11/10 179 25 8,950 1,000
1952 Not Reported
1953 4/20 11/1 194 20 7,760
1954 4/20 11/1 194 10 3,920 1,200
1955 5/2 11/1 213 20 8,520 1,080
1956 Not Reported
1957 5/1 11/1 184 20 7,360 1,200
1958 4/20 11/1 195 20 7,800 1,200
1959 4/30 11/10 195 40 15,600 1,200
1960 4/15 10/31 199 40 15,920 1,200
1961 4/17 11/9 197 32 12,608 1,200
1962 4/10 10/20 193 20 7,720 1,200
1963 4/15 10/31 200 50 20,000 1,600
1964 5/1 11/15 199 36 14,328 1,200
1965 Not Reported
III 1966 Not Reported
1967 Not Reported
1968 Not Reported
1969 Not Reported
1970 Not Reported
1971 4/31 10/28 154 30 5,240 1,600
1972 4/1 10/31 214 37.38 15,999 1,600
The Ditch Company made an improvement to
their diversion facilities and installed continuous indicating, re-
cording and totalizing equipment during 1971. Therefore, the re-
cords for the water year 1972 are more complete.
The capacity of the diversion structure is
now equal to a flow of 65 cubic feet per second.
The records for the year 1972 are as follows:
ROUGH DRAFT
Number Of
Month Days Diverted
S April
May
June
July
August
September
October
•
Total
30
31
30
31
31
30
30
Days
r,
II
It
11
„
213 Days
year was 62.60 cfs.
PAGE TWENTY-FIVE
Average Daily Number of Acre Ft.
Diversion for Mon. of Water Used
The maximum
26.52
33.66
57.66
47.67
38.34
34.30
23.50
cfs
Tt
tt
I,
II
37.38 cfs
daily diversion
During the twenty-two
the summary of water diversions for the Last
follows:
Description No. Of Days
Of Usage Of Diversion
Average Year 193 Days
Maximum Year(1963)200 II
Minimum Year(1954)194 "
1,500 Ac.Ft.
3,459
2,955
2,373
2,065
1,457
15,999 Ac.Ft.
recorded for the
years of record shown,
Chance Ditch were as
Average Daily
Diversion for Year
Average Number of Acres Irrigated:
Principal Crop Irrigated:
Based upon these historic diversion, the
estimated average quantity of water available for apportionment
for each second feet of water right adjudicated to said ditch would
have been as follows:
35.9 cfs
50.0 "
10.0 II
Number of Acre
Feet of Water Used
10,000 Ac.Ft.
20,000 " "
3,900 "
1,200 Acres
Alfalfa
Minimum Yearly Usage: 78.0 Ac.Ft./Sec.Ft. of Water
Average Yearly Usage: 200.0 Ac.Ft./Sec.Ft`. of Water
Maximum Yearly Usage: 400.0 Ac.Ft./Sec.Ft. of Water
The above apportionments times the 3.68
second foot of water right equals the quantity of water available
for application on subject lands from this water source out of the
Colorado River.
are senior to the L
ment of 1,624 cubic
Right
Right
Right
Water Rights Out Of Beaver Creek
There are 15 ditches out of Beaver Creek that
and C Ditch. These ditches have an apportion -
feet per minute or 27.06 cfs.
The drainage area tributory to the Beaver
Basin is approximately 16 square miles, the major portion of which
is situated on the North slope of Mann Mountain.
ROUGH DRAFT
PAGE TWENTY-SIX
Based on recorded data compiled by the U. S.
Department of the Interior, Geological Survey and reported in the
Surface Water Records for the Annual Water Resources Data for Colo-
rado, the spring run-off occurs from about the 1st of May through
the 20th of June for a period of approximately 50 days.
The L and C Ditch does not have early adjud-
icated priorities and received only excess run-off during an aver-
age of 15 days in late May and early June.
Approximately one out of every four years,
there is insufficient run-off for the Ditch to receive any appor-
tionment.
Over a period of 20 years, the average div-
ersion has been an amount equal to a flow of 4.43 cfs to produce an
annual yield of 131.85 acre feet.
To utilize the water over the irrigation
season, water is stored in the Vaughn Reservoir for later release.
Water Rights Out Of Mann Creek
There are ten ditches out of Mann Creek and
its branches that are senior to the Sliding Ditch. These ditches
have an apportionment of 1,399 cubic feet per minute or 23.32 cfs.
Those ditches having their points of diver-
sion out of Mann Creek are above the point of diversion for said
ditch, and therefore, the Sliding has the use of both return flows
and/or non -diverted waters.
Over the last 20 years of record, the ditch
has diverted the following quantities of water:
Minimum Diversion:
Average Yearly Diversion:
Maximum Diversion:
41 Days @ 0.78 cfs = 63.96 Ac.Ft.
56 Days @ 1.09 cfs - 161.04 Ac.Ft.
76 Days @ 2.52 cfs - 383.04 Ac.Ft.
Average Yearly Yield From Water Rights
The water rights held and which have been
util.zed to irrigate the subject lands will be summarized herein:
•
ROUGH DRAFT
TABLE NO. 12
PAGE TWENTY-SEVEN
• AVERAGE YEARLY YIELDS FROM DITCHES
•
•
Enter-
Lat L F1 C Sliding prise Total
Channce Crann
Month Ditch PipeLine eLine Ditch Ditch Ditch (Ac_Ft.)
---
1.5
January 1.0 61.5 6 65.5
February 1.0 55.5 55.5
March 1.0 61.5
April 1.297 77.2 1.0 59.5
1.40 19.4 0.62 12.3 168.4
May 1.657 101.9 1.0 61.5 4.43 65.9 1.40 86.1 0.62 38.0 353.4
June 2.838 168.8 1.0 59.5 4.43 65.9 1.40 55.5 0.620. 36.8 386.5
July 2.346 144.2 1.0 61.5 0.62 14.81 192.34
August 1.887 116.0 1.0 61.5 159.9
Sept. 1.688 100.4 1.0 59.5 89.9
October 1.157 27.5 1.0 61.5 9.0
November 1.0 59.5 8 59.5
December 1.0 61.5
Total 1.923 736.0 1.0 724.0 4.43 131.8 1.40 161.0 0.62 140.0 1892.8
A.5 Definement Of Water Management
a. General
The water out of the
hasvarious
been availablehas
frombeen
theutilized
from May through October when water
re-
spective sources.
The water out of Beaver Creek is only available dur-
ing the spring run-off and is not available every year.
The water out of Mann Creek is always available as
the ranch has been the last
te
user on Mann Creek and the water remaining
in the Creek is available for
The water out of the Last Chance Ditch is available
from the end of April through October. The minimum apportionment
during the drought years would have approximately 20 percent
ofotthe
on -
maximum apportionment, and 40 percent of the average yearlyapportion-
ment. pP
ment.
The water out of the springs has been always avail-
able and has been always diverted to satisfy domestic needs on the
ranch and for stock watering.
The
Vaughn
storagevfromstorage
yearshas
tobeen
dryutilized
andoto
provide carry over water
even out seasonal usage of water.
ROUGH DRAFT
PAGE TWENTY-EIGHT
b. Past Return Flows
The subject irrigated lands are principally loamy,
free draining soils which are ideal for farm crops as these soils
provide good aeration for excellent root growth. Soils are gener-
ally from two to ten feet in depth.
These loamy soils overlay a layer of river deposited
gravels and sands which rest on a hard pan of clayey silts. Thus,
excess irrigation water readily percolates through the loamy soils
and gravels to the hard pan surface. The general dip of these layers
is to the Northeast, although the surface drainage is principally
to the Northwest. This excess irrigation water forms springs along
the bluff North of the airport and above the Last Chance Ditch.
These springs flow year round, but have their greatest yields during
the irrigation season. The water from these springs discharges into
the Last Chance Ditch. Some water is returned to the ditch by way
of Cry Creek at the Northwest corner of the property.
The unused portions of water out of the Last Chance
Ditch are returned to the Colorado River either as seepage or direct
surface flow.
Thus, the various sources of supply have been com-
binely utilized to provide full irrigation to the 296.85 acres, plus
or minus, of irrigated crop and pasture lands and some supplemental
irrigation to some 111.40 acres of dry pasture lands.
These 111.40 acres of dry lands would become irri-
gated lands upon completion of the Divide Creek Project. The deple-
tions of water from the hydraulic system by evapo-transpiration
losses has not been calculated and included in the previous analy-
sis because these lands receive supplemental irrigation in years
having average run-off and the amount received then is quite vari-
able.
In summary, the hydrology of the Colorado River Sy-
stem has been improved by the historic water management on subject
properties by the storage of water within surface and sub -surface
water storage reservoirs, all of which have been released at times
of lesser flows into the hydraulic system.
c. Proposed Water Management
The proposed water management under the proposed
development will herein be compared with the historic water manage-
ment so as to define any deviations between the two. The compari-
son shall be made on the basis of the average monthly usage rates
as previously determined in this report.
•
ROUGH DRAFT
PAGE TWENTY-NINE
Based upon the availability of water in the average
year in the amount of 6.38 feet per acre of land irrigated, the his-
toric usages, depletions and return flows would have been approxi-
mately as shown in Table No. 13.
TABLE NO. 13
ESTIMATED HISTORIC RATES OF WATER USAGE, DEPLETIONS AND
THE RETURN FLOWS FROM SUBJECT LANDS
Average
Monthly
Depletions
(Ac.Ft.) (2)
Month
January
February
March
April
May
June
July
August
September
October
November
December
Total
Average Monthly Diversions (1)
Flow In Quantity In
cfs Acre Feet
1.0
1.0
1.0
4.317
9.107
10.288
3.966
3.507
2.688
2.157
1.0
1.0
61.5
55.5
61.5
168.4
353.4
386.5
243.8
192.3
159.9
89.0
59.5
61.5
1,892.8
0.23
0.21
0.45
0.53
110.35
135.39
156.41
127.72
77.27
55.49
0.21
0.23
666.62
Estimated
Return
Flows
(Ac.Ft.)
61.27
55.29
61.05
167.87
243.05
251.11
87.39
64.58
82.63
33.51
59.29
61.27
1,226.18
Note: (1) Derived from Table No. 12
(2) Derived from Table No. 10 and Paragraph A.4 -b.(3)
The projected monthly diversions and depletions under
the proposed management plan for a combined agricultural and domestic
use will be as shown in Table No. 14.
ROUGH DRAFT PAGE THIRTY
TABLE NO. 14
ESTIMATED WATER USAGES, DEPLETIONS AND RETURN FLOWS UNDER
THE PROPOSED DEVELOPMENT
Aver.Monthly
Diversions Average Monthly Depletions
(1) Domestic Agricult. Estimated
Flow Ouan. Usage Usage Total Return
In In (Ac.Ft.) (Ac.Ft.) Usage Flows
Month CFS Ac.Ft. (2) (3) (Ac.Ft.) (Ac.Ft.)
Jan. 0.54 33.25 5.36 5.36 27.89
Feb. 0.54 30.00 4.84 4.84 25.16
Mar. 0.54 33.26 5.35 5.35 27.91
Apr. 4.317 168.40 5.18 5.18 163.22
May 9.107 353.40 31.41 73.49 104.90 248.50
June 10.288 386.50 30.39 90.45 120.84 256.66
July 3.966 243.50 32.40 104.30 136.70 107.10
Aug. 3.507 192.30 32.10 85.39 117.49 74.81
Sept. 2.688 159.90 30.38 52.13 82.51 77.39
Oct. 2.157 89.00 31.39 38.79 70.18 18.82
Nov. 0.54 32.18 5.19 5.19 26.99
Dec. 0.54 33.25 5.36 5.36 27.89
Total 1,755.24 219.35 444.55 616.62 1,088.62
Note: (1) These values based on Table No. 7 and Agricultural Re-
quirements for irrigating 195.7 acres
(2) These values based on Table No. 8
(3) These values based on 65.93% of Table No. 13, which re-
presents depletions to be incurred in irrigating 195.7
acres of land and reservoir losses
In comparing Table No. 13 with Table No. 14, the
average depletions under the proposed plan are greater during the
months of January, February, March, April, September, October, Nov-
ember and December than under present management. These depletions
amount to a total difference in the amount of 49.00 acre feet of
water per year.
Likewise, in the months of May, June, July and
August, the average depletions under the proposed plan are 49.00
acre feet of water per year less than under present agricultural
use.
Thus, during the summer months, more water will be
available to the hydraulic system under the proposed plan than is
now presently available.
ROUGH DRAFT
PAGE THIRTY-ONE
During the other months, water will be released
from the Vaughn Reservoir storage to make up these winter deple-
tions under the proposed plan.
Thus, provided 101.10 acres of irrigated land is
dried up, and water is retained in storage in amount in excess of
49 acre feet, the hydraulic system of the Colorado River shall re-
main in balance.
A-6 Proposed Augmentation Plan
The proposed augmentation plan will be basedupon the
following criteria:
(1) The present existing springs which have been adjudicated in
the amount of 1.0 cfs for domestic and livestock watering
purposes is not sufficient to meet the domestic water usage
requirements of the proposed development.
The average daily usage requirement for the proposed develop-
ment will be approximately 0.9156 cubic feet per second. The
source of supply from the springs is sufficient to meet this
requirement.
The average daily usage requirement for the proposed develop-
ment for the peak month will be approximately 1.9136 cub feet
per second.
Therefore, approximately 1.00 cubic feet per second of adjudi-
cated agricultural water would be required to be changed to
domestic usage.
Either a conversion of the Sliding Ditch adjudication which
has produced a minimum of 1.09 cfs during drought years, or a
conversion of 1.0 cubic feet per second out of the Last Chance
Ditch would be adequate to satisfy the higher summer usage.
(2) There would be a total of 101.0 acres of land dried up. The
recommended lands to be dried up would be those lands which
will be improved under the airport expansion. Thus, lands
utilized for run -ways and taxi -ways will definitely not be
capable of being irrigated.
The Owner's shall agree to retain the lands upon which the
Vaughn Reservoir is situated and retain the Reservoir in good
repair to assure adequate storage of water to satisfy winter
depletions by domestic use.
(3)
ROUGH DRAFT PAGE THIRTY-TWO
The Owner shall construct new diversion structures and flow
measuring devices on the L and C Ditch out of Beaver Creek
to allow for continued diversion of this water when available
for storage.
Since the Vaughn Reservoir was originally decreed for contin-
uous filling out of both Beaver Creek and Mann Creek, the
Sliding Ditch Right could be provided with facilities to main
tain minimum storage requirements during those periods when
Beaver Creek water is not available.
(4) The Owner's shall either formulate a Water and Sanitation Dis-
trict, or a Home Owner's Association for the purpose of holding
title to all water treatment facilities, distribution lines,
and storage facilities so as to assure that all water is metered
into the system and that unauthorized uses of the waters are
not made.
Likewise, all sanitary sewer collection lines and wastewater
treatment plants will be owned by the same public authority
to assure that all water users shall be connected to the sy-
stem and that all return flows shall be properly metered.
Thus, at such time in the process of development that the de-
pletions of the combined systems attain the depletions set
forth in the Augmentation Plan, no further development could
occur until additional lands were dried up and additional water
rights converted.
(5) The proposed waters shall be diverted and processed by facili-
ties to be constructed by the Owner and/or the Sanitation Dis-
trict. Water treatment facilities shall be sized to satisfy
the average daily usage requirement during the peak month at
various stages of development. All water shall be metered into
and out of the treatment facilities.
Treated water storage facilities will be constructed to satisfy
the water usage requirements between peak daily and hourly de-
mands and that of plant capacity.
All users shall have individual water meters as both a check
on system losses, irrigation usage, and as a deterent against
uncontrolled wasting of water.
(6) The wastewater treatment facilities are intended to be con-
structed on the subject properties, so that return flows may
either be discharged into the Last Chance Ditch and/or into
Dry Creek and thence the Colorado River.
•
•
ROUGH DRAFT
PAGE THIRTY-THREE
Therefore, during the summer months when the downstream users
on siad Ditch which have had the benefit of the return flows
will continue to have those benefits. Thence, during the win-
ter months, when such return flows are not desired by the users
out of said Ditch, return flows will be directed to the sur-
face flows of the Colorado River.
Since there are not any decreed ditch rights out of the Colorado
River between the confluence of Mann Creek with the Colorado,
and the confluence of Dry Creek and the Colorado River, there
will not be any vested rights impaired by this procedure.
Also, since the majority of lands under the Last Chance Ditch
between Mann Creek and Dry Creek are to be removed from irriga-
tion by the construction of Interstate 70, there will not be
any injury to these lands.
Provided further, if the District is not able to construct
wastewater treatment facilities on the subject properties, and
the return flows are discharged to the Colorado River below Dry
Creek, any such injuries to users out of the Last Chance Ditch
will be made up from storage from rights held by the Owners in
the Last Chance Ditch. The amount of this injury could not ex-
ceed 49.0 acre feet per year.
Vested Rights On Mann Creek
The point of diversion of water out of Mann Creek for use on
subject lands, both under existing conditions and proposed plan, are
below all other ditches out of Mann Creek and its branches.
Since the amount of water to be diverted during the irrigation
season will be less under the proposed plan, the junior users on
Mann Creek will be benefitted.
Therefore, there cannot be injury to any vested water rights
out of Mann Creek.
Vested Rights On Beaver Creek
There will not be any change in the management of waters out
of Beaver Creek.
Vested Rights On The Colorado River
During the irrigation season, either a greater quantity of water
shall be returned and/or a lesser amount of depletions shall be ex-
perienced under the proposed plan. Therefore, the users out of the
Colorado River will benefit during this period.
Thence, during the winter months, winter users shall not be in-
jured as winter water depletions shall be made up from storage.
;M
0
9 MOOV3w
13.
m
a31VAI1f13
r
M
r
0
cn
�r
O rsdydr
•
it Fpb' n
r c
iJfi��� n
r •
N
co
z
0
sti