HomeMy WebLinkAboutBURNS ANNEXATION AND ZONING - 23 90, A - CORRESPONDENCE - CITY STAFF (2)U til Ov services
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MEMORANDUM
TO: Mike Smith, Director of Water and Wastewater Utilities
FROM: Roger Buffington, Systems Engineer gtV
RE: Conceptual Master Plan for Providing Water.Service to Rex Burns'
Subdivision and Adjacent Areas Between Elevations 5200 and 5250
DATE: January 4, 1991
A preliminary study to develop a conceptual master plan for providing water
service to the proposed Burns' Ranch subdivision and adjacent areas between
elevation 5200 and 5250 has been completed. This work included the
identification of a potential reservoir site and preliminary routing and sizing
of the interconnecting water main. At this point, it should be noted that the
site analysis and routing studiesare very preliminary and were completed for the
main purpose of developing preliminary cost estimates for the third pressure zone
facilities.
In order to provide water pressures which are consistent with the main system and
the Foothills Pressure Zone, a reservoir high water level elevation of
approximately 5365 is desirable. Suitable_ reservoir sites at this elevation are
limited by the topography of the foothills. The areas south and west of the
proposed development area are generally too steep and would cause severe
disturbance to the natural setting. To the north, there is little difference
until the area around the existing Foothills Reservoir and the existing Fort
Collins -Loveland Water District storage tank is encountered. The slopes in this
area are less steep, and there is potential for blending the facilities into the
topography and natural setting.
Based upon a reservoir at this location, a hydraulic analysis was completed to
determine the preliminary sizing of the water main which would extend from the
reservoir to the proposed development. A 12-inch water main is required to
provide acceptable _residual pressures in fire flow situations. The attached
figure illustrates a conceptual routing for this water main and the potential
reservoir site which has been identified.
P.O. llo\ 5.VI - Folt Coihn ll) .till ?-, . l.dl,i) 1�1-110SI
No Text
lit
:i HN
-(W)
K)
PROPOSED 12" BYPASS LINE
BETWEEN DISTRICT Pump
• ")o i STATION AND 18"LIKE
EXTENDING SOUTH ALONG
OVERLAND
4ERLAND TRAIL
CITY OF FT. COLLINS
OPEN SPACE
• EXISTIrB PUMP MOUSE
:
......... .
PROPOSED NEW 12" LINE A
REVISED BOUNQARY BETWEEN DISTRICT
i" SERVICE ON SOUTN AND WEST, AND s
CITY SERVICE ON,VORTH AN? EAST
+j
7
EXISTING
FT. coLums.
LOMELAND Fl-'; CO
LLINS.
3�4'jd ICE.
ik
JIG&
'41,
EXISTING
C LL 114S
/ - -A I EXHIBIT
X ..... T 2
FT. COLLINS EXHIBIT 2
J-1-LUVELAND S EjI\fjC
/S Ef/IVICE p OF PROPOSED DISTRICT
=MA IMPROVEMENTS
VI.
EMENTS AND REVISED
S RVI
IMPROV pVICE AREA
SE
11
0
RBD, INC.
ENGINEERING CONSULTANTS
2900 South College Ave.
Fort Collins, CO 80525
303/226-4955
FAX 226-4971
TO: Rex A. Burns
2837 Overland Trail
Fort Collins, Colorado 80526
A 2 8 91
TRANSMITTAL
LETTER
DATE: January 28. 1991
PROJECT: Water Feasibility Study for Foothills Service Zone
PROJECT NO: 394-002
we are transmitting herewith:
------------------------------
FEASIBILITY STUDY.FOR FOOTHILLS SERVICE ZONE - Dated January
28, 1991
This report documents results of the feasibility study for
supplying domestic water service to the Foothills Zone from
the Fort Collins - Loveland Water District system. The study
was conducted in response to your request and utilized
computer modeling of the water distribution system on KYPIPE,
a popular pipe network analysis software package.
We appreciate this opportunity
to you and would be happy to
the study to the Fort Collins
Received By:
Date:
Copies To:
file 394-002A
to provide engineering services
assist in presenting results of
- Loveland Water District.
Very Truly Yours,
RBD, INC.
Rodger G. Hosier, P.E.
FEASIBILITY STUDY
FOR
FOOTHILLS SERVICE ZONE
Prepared by RBD, Inc.
Rodger G.. Hosier, P.E.
January 28, 1991
INTRODUCTION:
RBD Inc. was engaged by Rex A. Burns to develop a feasibility study
for supply of domestic water by the Fort Collins Loveland Water
district (FC-L District! to an area southwest of Fort Collins
identified as "Foothills Service Zone". The purposes of this study
were to:
1. Investigate the feasibility of providing domestic water
service to the proposed -'Foothills Service Zone".
2. Determine the impact on the. existing FC-L District System
resulting from supplying service to up to 252 new
dwelling units in the proposed '-'Foothills Service Zone".
3. Determine recommended improvements to the FC-L District
System needed to provide adequate service to the
"Foothills Service. Zone" up to a.fixture elevation of
5235 feet and develop an opinion of probable cost for the
proposed improvements.
HYDRAULIC STUDY
A hydraulic study of the existing District System was conducted to
determine baseline hydraulic conditions prior to studying the
effect of additional units in the study area. The District staff
supplied the following information which was used as a basis for
development of a computer hydraulic model of the District System.
1. Pump curves for the existing Overland Trail Pump Station.
2. Average daily water use for the District is 0.6 gallons
per minute (GPM) per dwelling unit. Peak Day Water Usage
is 1.6 gpm per dwelling unit. Total Peak Day demand of
the FC-L District is 6270 gpm.
3. Water surface elevation at. the LaPorte Avenue Treatment
Plant is 5,227 feet. Water surface elevation at the
Overland Trail storage tank is 5327 feet..
4. Hazen -Williams pipe roughness coefficient is 140.
5. The. District Master Plan requires a_12" minimum pipe size
along section lines.
Warren Jones of the Poudre Fire Authority, in a memo dated June 26,
U
0
1990 defined fire
residual pressure,
utilized.
FINDINGS:
flow requirements to be 500 gpm with adequate
if residential fire sprinkler systems were
R.BD, Inc.. believes that the results of our study support a
conclusion that adequate service to the proposed Foothills Service
zone from the FC-L District System is feasible. Supply of adequate
service to all parts of the proposed "Foothills Service Area"
during times of peak demand would require certain improvements to
the existing District System. The addition of up to 252 dwelling
units and a 500 gpm fire flow demand was found to have only minor
impacts on the existing VC-L District System under all conditions
modeled.
The accompanying computer printouts show that resulting pressures
at elevation 5235 feet will be above the minimum 30 psi pressure
recommended in the FC-L District. Master Plan for all conditions
except fire flow. Under fire flow conditions the residual pressure
at all points will still be above the normally recognized minimum
acceptable pressure of 20 psi.
RECOMMENDED IMPROVEMENTS:
RBD recommends construction of the following improvements to the
existing District System to ensure adequate service to foothills
Service Zone customers during times of peak demand:
1. Pressures within the proposed Foothills Zone were found
to b acceptable up to elevation 5235 under all conditions
except the combination of maximum demands occurring while
the pumps were off. Under this condition, the capacity
of the 16 inch line from the million gallon storage tank
is insufficient to adequately convey the total demand.
Pressure at elevation 5235 would fall to near zero.
Control modifications at the Over -land Trail pump station
are, therefore, needed to turn pumps on one at a time as
necessary whenever pump discharge pressure drops below
approximately 85 psi.
2. Construction of a 12 inch diameter line which would :run
parallel to the existing 20 inch line between Prospect
Street and the existing pump station along Overland Trail
is recommended. This would allow establishment of a
foothills pressure zone which could be isolated from the
remainder of the FC-L System. Other areas currently
served by the District would then be served without
unnecessary pumping, consistent with'the recommendations
of the FC-L Water District Master Plan. Emergency flow
would still be availablefrom the pump -storage facility
to supply downstream demand through a normally closed
pressure reducing valve.
11
3. A 12 inch Foothills Zone Water Transmission Line would be
constructed South along the alignment of South Overland
Trail and South Overland Trail Extended from the corner
of Drake Road and Overland Trail.
OPINION OF PROBABLE COST OF IMPROVEMENTS TO THE EXISTING FC-L
DISTRICT SYSTEM:
1. Pump Control Modifications
2. Parallel 12 inch line
in Overland Trail
(1700 LF)
3. 12 inch line extension
South of Drake
(5300 LF)
Construction
+ 25% Engineering
and Contingencies
Total
Construction
+ 25% Engineering
and Contingencies
Total
Construction
+ 25% Engineering
and Contingencies
Total
Grand Total
Say
$ 4,500
$. 1.100
5,600
$ 56,500
S 14.100
$ 70,600
$163,300
S 40.800
$204,100
$280,300
$280,000
REY TO RESULTS OF HYDRAULIC ANALYSES
r
CONDITIONS MODELED are described by the three line underlined title
appearing near the middle of each page of computer printout
JUNCTION NUMBERS shown on the following computer printouts refer to
the following locations:
NUMBER LOCATION
3 Discharge side of existing pump station along Overland
- Trail
6 Intersection of Overland Trail and Drake
10 Intersection of Horsetooth and Taft Hill
13 Location in northern portion of proposed Burns Ranch at
Quail Ridge
15 Highest service location in proposed Burns Ranch at Quail
Ridge
16 Location in southern portion of proposed Burns Ranch at
Quail Ridge
PIPE NUMBERS shown on the following computer printouts refer to the
following locations:
NUMBER LOCATION
1 Pipe leaving the existing treatment plant site
3 Suction pipe supplying the existing pump station
4 Pipe connecting the one million gallon storage tank to
the existing Overland Trail pipeline
OTHERS Lines closed to simulate separations between systems or
to simulate phasing of pipeline construction
DATE = 01/24/91
JOB NAME = 394-002
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
PAGE NO. 1
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL.PIPES WITH PUMPS CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR. THE FOLLOWING JUNCTION NODES : 3 6 10
THIS SYSTEM HAS 12 PIPES WITH 10 JUNCTIONS 1 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY ..00188
FORT COLLINS LOVELAND WATER DISTRICT SYSTEM
EXISTING CONDITIONS WITHOUT BURNS RANCH
AVERAGE DAY FLOW - PUMPS OFF
PiPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/li
LINE 3 IS CLOSED
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
3 .00 5315.55 5110.00 89.07
6 .00 5311.09 5144.00 7.2.40,
10 2350.00 5366.85 5127.00 77.94
THE NET SYSTEM DEMAND = 2350.00.
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
l .60
4 2350.00
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 2350.00
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES .00
DATE = 01/24/91 PAGE NO. 1
JOB NAME - 394-002
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN.PSIG
OUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED
PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES
3 6 10
THIS SYSTEM HAS. 12 PIPES WITH 10 JUNCTIONS , 1 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER .3 TRIALS WITH AN ACCURACY = .00001
FORT COLLINS - LOVELAND WATER DISTRICT SYSTEM
EXISTING CONDITIONS WITHOUT BURNS RANCH
PEAK DAY FLOW - PUMPS ON
rPIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LASS VELOCITY HL/100
3 2 3 6154.99 6.49 156.59
.00 6.29 5.32
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION
PRESSURE
3 .00 5326.96 5110.00
94.01
6 .00 5299.48 51.4.4.00
67.38
10 6270.00 5273.41 512.7.00
.63.4444
THE NET SYSTEM DEMAND 6270.00
' SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE
NODES
PIPE NUMBER FLOWRATE
1 61,54.99
4 115.02
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES
6270:01
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES
= .00
0
DATE = 01/24/91
JOB NAME = 394-002
FLOWRATE IS EXPRESSEDIN GPM AND PRESSURE IN PSIG
PAGE NO. 1
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES 3 6 10
THIS SYSTEM HAS 12 PIPES WITH 10 JUNCTIONS , 1 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY ..00001
FORT COLLINS - LOVELAND WATER, DISTRICT SYSTEM
EXISTING CONDITIONS WITHOUT BURNS RANCH
PEAK DAY FLOW -_ PUMPS OFF
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1�
LINE 3 IS CLOSED i
JUNCTION NUMBER DEMAND GRADE LINE ' ELEVATION PRESSURE
3 .00 5256.52 5110.00 63.49
6 .00 5229.04 5144.00 36.85
10 6216.00 5202.97 5127.00 32.
92
THE NET SYSTEM DEMAND = 6270.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 .00
4 6270.00
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 6270.00
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
Conceptual Master Plan - Burns' Subdivision
January 4, 1991
Page 2 of 2
The following table summarizes the preliminary costs which have been estimated
for the facilities needed to establish a third pressure in this area.
Reservoir & Pump Station $400,000
Reservoir Site 50,000
12-inch Water Main 480,000
TOTAL COST ESTIMATE $930,000
Present development regulations for the R-F Foothills Residential Zone allow a
maximum density of one unit per acre if the area is developed as a Cluster
Development Plan. The area in the vicinity of the Burns' development which would
potentially be served by this third pressure zone (shaded area on the attached
map) encompasses approximately 70 acres. At the maximum density allowed by City
Code, an investment of approximately $13,300 per residence would be required to
establish a third pressure for this area.
The Burns' Ranch subdivision contains approximately 36 acres: In accordance with
normal development procedures, Mr. Burns would be responsible for the initial
installation of the third pressure zone facilities, and a reimbursement agreement
would be set up to attempt to collect reimbursement fees from properties outside
Mr. Burns' development which may receive benefit from those facilities.
DATE = 01/24/91 ® PAGE NO. 1
JOB NAME = 394-002
rFLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES 3 6 10 16 15 13
THIS SYSTEM HAS 26 PIPES WITH 2.1 JUNCTIONS , 4 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00203
FORT COLLINS - LOVELAND WATER DISTRICT SYSTEM
WITH BURNS RANCH ADDED
AVERAGE DAY FLOW - PUMPS OFF
PIPE NO. NODE NOS.
LINE 3 IS CLOSED
LINE 19 IS CLOSED
LINE 20 IS CLOSED
FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1001
JUNCTION NUMBER
DEMAND
GRADE LINE
ELEVATION
PRESSURE
3
.00
5315.48
5110.00
89.04
6
.00
5312.28
5144.00
72.92
10
2350.00
5308.06
5127.00
72
13
3.00
5312.28
5200.00
48.65
15
.00
5312.28
523� O q
3�_
16
.00
531.2.28
52,05.05
46.49
THE NET SYSTEM DEMAND 2360.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM.FIXED
GRADE
NODES
PIPE NUMBER
FLOWRATE
1
.00
4
2360.00
THE NET FLOW INTO
THE SYSTEM FROM FIXED GRADE NODES =
2360.00
THE NET FLAW OUT
OF THE SYSTEM
.INTO FIXED
GRADE NODES
= .00
DATE = 01/24/91
JOB NAME = 394-002
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
® r
PAGE NO. 1
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES 3 6 10 16 15 1l
THIS SYSTEM HAS 26 PIPES WITH 21 JUNCTIONS , 4 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00002
FORT COLLINS - LOVELAND WATER DISTRICT SYSTEM
WITH BURNS RANCH ADDED
PEAK DAY FLOW - PUMPS ON
PIPE NO. NODE NOS.
3 2 3
LINE 19 IS CLOSED
LINE 2.0 IS CLOSED
FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/10
6155.17 6.49 1.56.59 .00 6.2.9 5.
JUNCTION NUMBER
DEMAND
GRADE LINE
ELEVATION
PRESSURE
3
.00
5326.95
5110.00
94.01
6
.00
5307.20
5144.00
70.72
.10.
6270.00
5281.21
5127.00
6. 6.82
13
8.00
5307.19
5200.00
46.45
15
.00
5307.19
523®
31._28
16
.00
5307.19
5205.00
44.28
1�
THE NET SYSTEM DEMAND 6298.,00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM
FIXED GRADE
NODES a
PIPE NUMBER
FLOWRATE
1
6155.17
4
142.84
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES
62.98.01
THE NET FLOW OUT
OF THE SYSTEM
INTO FIXED GRADE NODES
= .00
DATE = 01/24/91 PAGE NO. 1
JOB NAME — 394-002
IFLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS — CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES 3 6 10 16 15 13
THIS SYSTEM HAS 26 PIPES WITH 21 JUNCTIONS , 4 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00174
FORT. COLLINS - LOVELAND WATER DISTRICT SYSTEM
WITH BURNS RANCH ADDED
PEAK DAY FLOW — PUMPS OFF
PIPE NO. NODE NOS.
LINE 3 IS CLOSED
LINE 19 IS CLOSED
LINE 20 IS CLOSED
FLOWRATE HEAD LOSS PUMP HEAD MINOR LASS VELOCITY HL/100c
JUNCTION NUMBER
DEMAND
GRADE LINE
ELEVATION
PRESSURE
3
.00
5256.05
5110.00
63.2.9
6
.00
5236.35
5144.00
40.02
10
6170.00
5210.35
5127.00
36.12
13
8.00
5236.33
5200.00
7=74
15
.00
5236.33
6235.00
58
16
.00
5236.33
22O5 0 0
I�3�58
THE NET SYSTEM DEMAND = 6298.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(—) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 .00
4 6298.06
THE NET FLAW INTO THE SYSTEM FROM FIXED GRADE NODES = 6298.00
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
a
DATE = 01/24/91 PAGE NO. 1
JOB NAME = 304-002
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES : 3 6 10 16 15 11
THIS SYSTEM HAS 26 PIPES WITH 2.1 JUNCTIONS , 4 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00019
FORT_COLLINS - LOVELAND WATER DISTRICT SYSTEM
WITH BURNS RANCH, ADDED
PEAK DAY FLOW + 500 GPM FIRE FLOW AT JUNCTION #13 - PUMPS ON
PIPE NO. NODE NOS.
3 2 3
LINE 19 IS CLOSED
LINE 20 IS CLOSED
FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL114
6179.63 6.54 156.10 .00 6.31 5.1
JUNCTION NUMBER
DEMAND
GRADE LINE
ELEVATION
PRESSURE
3
.00
5326.05
5110.00
9.3.62
6
.00
5301.85
5144.00
68.40
6270.00
5277.26
5127.00
6,.5.11
133
508.00
5294.07
5200.00
40.76
15
.00
5298.13
5235.00
27.36
16
.00
5298.13
S20
.4®
THE NET SYSTEM DEMAND = 6708.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 6179.63
4 618.37
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 6798.01.
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .'00
DATE 01/24/91
JOB NAME = 394-002
PAGE NO. 1
FLOWRATE IS EXPRESSED IN. GPM AND PRESSURE IN PSIG
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION NODES 3 6 10 16 15 1.3
THIS SYSTEM HAS 26 PIPES WITH 21 JUNCTIONS , 4 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN. ACCURACY = .00171
FORT COLLINS_- LOVELAND WATER DISTRICT SYSTEM
WITH ULTIMATE FOOTHILLS SERVICE ZONE ADDED
PEAK DAY FLOW + 500 GPM FIRE FLOW AT _JUNCTION___#.13- PUMPS ON
iPIPE NO. NODE NOS.
3 2 3
FLOWRATE HEAD LOSS PUMP HEAD MINOR. LOSS VELOCITY HL/100c
6212.86 6.60 . 156.44 .00 6.'34 5.4.1
JUNCTION NUMBER
DEMAND
GRADE LINE
ELEVATION
PRESSURE
3
.00
5324.81
5110.00
93.08
6
160.00
5295.26
5144.00
65.55
aLL
6270.00
5277.65
5127.60
65.28
7
13
508.00
5283.29
5200.00
6.09
15
6.00
5287.34
523� 5.00
22.:68
16
24.00
5287.33
5205.00
35.68.
THE NET SYSTEM DEMAND 7178.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE
NODES
PIPE NUMBER
FLOWRATE
1
6212.86
4
965.14
THE NET FLOW INTO
THE SYSTEM
FROM FIXED GRADE NODES
7178.00
THE NET FLOW OUT
OF THE SYSTEM INTO FIXED
GRADE NODES
.00
r
' DATE = 01/24/91 PAGE NO. 1
JOB NAME = 394-002
r
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
r
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE OUTPUT
RESULTS ARE OUTPUT FOR ALL PIPES WITH PUMPS - CLOSED PIPES ARE NOTED
RESULTS ARE OUTPUT FOR THE FOLLOWING JUNCTION.NODES : 3 6 10 16 15 1�
THIS SYSTEM HAS 26 PIPES WITH 21 JUNCTIONS , 4 LOOPS AND 2 FGNS
THE RESULTS ARE OBTAINED.AFTER 5 TRIALS WITH AN ACCURACY = .00045
FORT COLLINS - LOVELAND WATER DISTRICT SYSTEM
SEPARATE FOOTHILLS SERVICE ZONE
PEAK DAY FLOW + 500 GPM FIRE FLOW AT JUNCTION 413___- PUMPS OFF
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/11
LINE
3
IS
CLOSED
LINE
5
IS
CLOSED
LINE
6
IS
CLOSED
LINE
9
IS
CLOSED
JUNCTION
NUMBER
DEMAND
GRADE LINE
ELEVATION
PRESSURE
3
.00
5325.04
5110.00
93.18
6
160.00
5320.97
5144.00
76.69
1 L
.00
5319.03
5127.00
6
13
508.00
5313.24
5200.00
49.07
6.00
5317.39
523._,�00
.15
16
24.00
5317.74
5205.00
4488.9-5�
THE NET SYSTEM DEMAND = 908.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 .00
4 908.00
THE NET FLAW INTO THE SYSTEM FROM FIXED GRADE NODES 908.00
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
W. WLA)uJw6
MEMORANDUM
DATE: December 3, 1990
TO: Tom Peterson, Director of Planning
FROM: W. Paul Eckman, Deputy City Attorney
RE; Burns Annexation and Preliminary PUD
ISSUE
Is it legally permissible for the Planning and Zoning Board to
consider and vote on an application for a planned unit development
on land that is not yet annexed into the City, namely the Burns
Annexation?
POTENTIAL RISKS/CONSEQUENCES
If the. Board were to do so, and Mr. Burns proceeded to annex the
property in reliance upon the Board's approval, then I believe that
an argument could be made that the Board would be equitably
estopped from changing its mind when it considers the final PUD
approval. Furthermore, if the final approval were appealed to the
City Council, the Council may .be similarly estopped to deny the
approval. To further complicate matters, after the Council
affirmed the Board's decision, a court might determine that the
entire process was carried out without the proper jurisdictional
foundation since the Board, in the first instance, had no
jurisdiction to approve the preliminary. Then, the court might
eipjoin the issuance of building permits, pending atrial to sort
the entire matter out.
'CONCLUSIONS/RECOMMENDATIONS
I1'would not recommend that the Planning and Zoning Boar
a •PUD on the Burns property until the land is actually
jurisdiction of the City because to do so would, in my
create potential risks,, at least some
above, and really set up a paradise for
WPE:whm
of which I have
lawyers.
d consider
under the
judgment,
outlined
300 LaPorte Avenue • P. O. Box 580 4 Fort Collins, CO 80522-0580 • (303) 221-6520
\ • . EX<;5,1'iN4 ,FOOT-COLONG LOVELMIQ/
I�'WAT�Z2 DTtlGT RESE12?/OIIZ° HljlLaS3SS \ !
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DOMESTIC WATER SUPPLY PLAN
for
Foothills Service Zone
Presented to
Fort Collins —Loveland Water District
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January 1991
Rex A. Burns, P.E.
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WATER SUPPLY PLAN
The following is a domestic water supply plats for a study area ("Study Area") located in the western part
of the City of Fort Collins, Colorado. The Study Area is bounded on the south by County Road 42C, on the East
by South Overland Trail and South Overland Trail extended, and on the Notch by County Road 42C, and on the
South by County Road 38E. The Study Area covers parts of Sections 20, 21, 28, 29, 32, and 33, Township 7 North,
Range 69 West of the 6th P.M. Lorimer County, Colorado. Based on agreements between water suppliers, the
southerly part of this area, south of the boundary line between Sections 29 and 32 is currently within the Service
Area of the Fort Conk&-Uveland Water District ("District"), and the remaining northerly portion of the area is
within the City of Fort Collins Service Area Due to pressure limitations within their.system, the City of Fort Collins
is not able to provide service to that part of the Study Area which is within the City Service Area. City officials
have therefore agreed to amend the existing service agreement between the two entities if the District will agree to
provide service to the entire Study Area.
The District Board at their meeting of December 18, 1990, determined that they would consider providing
District water service to the Study Area provided that developers put together a plant for improvements necessary
to provide adequate service to the entice Study Area The plan must provide for sufficient water to meet fire flows
in addition to the normal requirements for dwelling units to be constructed at buildout The plan.must be consistent
with Standards and Specifications for District facilities. and it trust provide for funding of both the initial
construction of facilities and the ongoing operation and maintenance of the facilities.
Water Supply Requirements
The area proposed for service is proposed for inclusion in the RF-Foothills Zoning District (RF Zone) upon
annexation by the City of Fort Collins. The RF Zone was approved by the City of Fort Collins in 1996 as a buffer
between the more densely developed lower areas east of Overland Trail and Overland Trail extended and the open
public lands at higher elevations to the west Allowable uses in the RF Zone are private schools for elementary and
high school education: public and non—profit quasi —public recreational uses as a principal use. churches: essential
public utility and public service installations; single family homes, residential accessory uses, and group homes
(subject to special review). Development within the RF Zone is limited to an overall density of one unit per acre.
The Zone provides for a cluster plan alternative wherein lots would be clustered at a density of 3-5 dwelling units
per acre or conventional subdivision, with a 129 acre minimum lot.sim Under the cluster development option the
undeveloped portion of the property would be dedicated to the City of Fort Collins as open space. The entire Study
Area consists of approximately 252 acres. It is therefore anticipated that about 252 single family units will
eventually be constructed within the Study Area, based on the requirements of the RF Zone.
Maximum height of structures within the RF Zone is limited to 5,250 feet above mean sea level (M.S.L.).
Due to existing pressure limitations,'the City of Fort Collins Water system is limited to supply of water to areas
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beneath a ground elevation of approximately 5,185 feet IVLSI. Service to areas higlier than that elevation would
result in pressures be -low the minimum acceptable for City of Fort Collins water users.
The District Master Plan states that pressure must be at or above 30 pounds per square inch (psi) for
adequate service. The Poudre Fire Authority in a memo from Warren Jones dated June 26, 1990, determined that
minimum fire flow requirements would be 500 gpm with adequate residual pressm, if residential fire sprinkler
systems were.utifized. An acceptable level of service for the Study Area would therefore require that, during periods
of peak. demand phis a fire flow of 5W Spin, residual pressure up to an elevation of 5,235 feet M.S.L. within the
Study Area must meet or exceed 30 psi.
Fj*dng District System
A map of the existing District System in and near the Study Area is shown on Exhibit 1. The source of
water for the System is Horsetooth Reservoir. The water treatment facilities for water from the Reservoir are located
at the Soldier Canyon outlet. from the reservoir near Soldier Canyon Dam. Treated water is transmitted cast along
LaPorte Avenue and south along Overland Trail in a 22" transmission line to a pump —storage facility located about
one quarter mile north of West Prospect Street. The pump storage facility pumps water to a one million gallon
storage tank located at elevation 5,327 M.S.L.
A 20 inch water transmission line flows south from the primp -storage facility to the intersection of Overland
Trail and West Prospect Sweet. At that intersection, the now is divided into two 18" transmission lines, one of
which continues south along Overland Tmil to the intersection of Drake Road and Overland Trail. The other 18"
line follows Prospect Street east thence Taft Hill Road south. The two 18" inch lines join near the more northerly
intersection of Taft Hill Road and Horsetootb Road.
Feasibility Study
A hydraulic study of the District System was conducted by RBD Inc. to determine the feasibility of
supplying service to the Study Area. The results of that study are included in Appendix A to this report RBD
Engineers determined that with construction of certain improvements to ensure adequate service during times of peak
demand, District service tithe Study Area is feasible. Exhibit 2 shows the improvements recommended by RBD
Engineers.
The City Of Fort Collins constructed a 60 inch westside water transmission line in 1987 for the purpose of
transporting treated water from facilities in the area, of its Soldier Canyon Treatment Works to developing areas that
are currently in the southeast pan of the City of Fort Collins. That line was constructed with excess capacity to
allow transport of water by the District to a point near the more northerly intersection of Taft Hill Road and
HOMDOth Road. The District and the City of Fort Collins have agreed on a cost sharing arrangement for transport
of District water through that system. Actual use of the system by the District will depend on construction of certain
additional facilities by the District. The District Master Plan states that the pump storage system located along
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Overland Trail will be taken out of service or isolated from the remainder of the system once altermative, facilities
aft available for the transport of water south. from the Soldier Canyon treatment facilities. The purpose of this is
to avoid costs associated with placing unnecessarily high pressures by pumping on parts of the District System which
do not require high pressures.
Construction Of the recommended improvements set forth by RBD Engineers will allow the District to
establish a Foothills Pressure Zone which can be isolated from the rest of that system.
Funding Plan
This funding plan provides for funding of both costs of construction of the improvements, as well as
operation and maintenance of the improvements. Costs of system improvements needed to serve the Study Area will
include, in addition to the cost of construction, the cost of engineering design and layout for construction. Costs of
operation and maintenance of the system will include the cost of pumping required to provide adequate service to
the Study Area.
Funding the Cost of Construction
The total cost of construction of all improvements necessary to ensure adequate service including fin flow
during periods of peak demand to the entire Study Area is estimated by RBD Inc. to be $280,000. It is proposed
that this total cost be shared equally among all benefiting properties on a per lot basis. That is, the total cost of
constructing the improvements will be divided by the number of lots expected to be constructed within the Study
Area, to derive a cost per IoL This will become a per lot fee to be paid for each lot benefiting from the construction
of the improvements. Since it is estimated that the total area will eventually be platted into 252 lots, the cost of
improvements for each lot would therefore be $1,111.11. Each individual development will construct those
improvements required to serve the individual development. If the cost of the improvements is less than the total
per lot fees to be paid by the individual development, the developer will be given credit for the line "tensions
toward the total per lot fees to be paid by the individual development. The developer will then pay to the District
the remaining balance of the per lot fees for each lot (in.addition to the normal plant investment fee) at the time of
payment of the plant investment fee for each lot. If, however, the cost of the line extensions is greater than the total
per lot fees to be paid, then the District will repay the developer for the cost of. facilities beyond his pro—rata share.
The line extension costs which will be given credit toward payment of the per lot fees would include only
the cost of extending mains as included in the plan for improvements proposed herein, and will not.incIude the costs
Of extending individual mains or service lines through individual developments.
lopments.
Those system improvements required by the District to provide adequate service as defined herein, which
are not required and would thus not be constructed by any individual development will be constructed by the District
as needed and when needed for the District to provide proper service.
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Funding Operation and Maintenance
Several options were studied for funding of operation and maintenance of the proposed system. These
include: service fees, formation of homeowner's associations, and formation of a general improvement district (GID)
by the City of Fort Collins. Service fees are the traditional way of paying for the costs of operation and maintenance
of utility systems. They have the advantage of being directly dad to water -usage with the mechanics of collection
already in place through the normal District billing process. They have the disadvantage that customers may not be
understanding of the additional costs of providing service to unique.foothills areas when they compare their monthly
costs to other customers living in areas where pumping is not required. The use of homeowner's associations has
been undertaken for similar situations at nearby locations Homeowner's associations have the disadvantage Of
laclang professional administration, and the problem of enforcement of neighbor against neighbor for those who do
not pay is not always effective. Homeowner's associations may not be an appropriate vehicle for funding where
several separate developments are anticipated. A GID which would provide fimding by assessing a mill levy against
real property values within district boundaries would be an effective means of collecting funding for the costs of
acquisition and operation of system improvements. The use of property taxes would have the advantage that
homeowners could, under existing taxation laws, deduct from their income property taxes paid to a general
improvement district, whereas service fees or fees paid to a homeowner's association would not be deductible.
Section 22-16 of the Code of the City of Fort Collins provides for the creation of GIDS for the acquisition
and operation of public improvements. The Code states that:
"—.it is the purpose of this Article to provide greater flexibility in die methods of creating such
districts and constructing such miprovements and I for payment of the same to achieve the most
efficient and equitable means as possible. This Article shall be broadly construed to
accomplish these purposes."
The procedure for creation of a general improvement district is that defined by Colorado Revised Statutes at CRS
31-25-601 et seq. The legislature_ has appa m-tly foreseen the possibility that a municipality might turn to an outside
entity for provision of a basic service where municipal
ipal facilities are either unavailable or not sufficient. and the
statute provides that a district may be formed where there is no conflict with existing or proposed facilities of the
municipality.
The GID would contract with the District to provide all necessary operation and maintenance of the
facilities. The GID would then turn all its revenues over to the Da.trict as payment for the cost of operation and
maintenance services. The District, would require, as a condition of providing water service for properties within
the study area, that property owners consent to inclusion in the GID. The GID budget and associated mill levy
Would be SPA annually by the City Upon the recommendation of the District. -
The yearly coo of pumping associated with water supply for 252 dwelling units is estimated to be about
$5,000. Ibis is based on the anticipated average demand per dwelling unit and the hydraulic conditions at the
Overland Trail pumping plant. The annualized cost of depreciation of the pumping system is estimated to be
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$12.400, and the annual cost of administration is estimated at $2,000. The total annualized cost of operation for the
system is thus estimated to be $19,400. The mill levy estimated to be required to fiord this cost at buildout (252
houses) is 3.53 mills. The annual taxes paid by the owner of a $150,000 home for operation and maintenance of
the foothills pressure zone system would thus be $79.43.
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