HomeMy WebLinkAboutDrainage Reports - 10/07/1996OF
FORT OwginNs
Fin rv'u96 RepoO
a+el6 5�
Addendum to
Final Drainage Study
Report and Specifications
Coventry Subdivision
Filing No, 1
City of Fort Collins, Colorado
April 6, 1996
Prepared For:
Colorado Land Source, LTD.
9085 East Mineral Circle, Suite 200
Englewood, Colorado 80112
Prepared By:
Northern Engineering Services, Inc.
420 South Howes, Suite 202
Fort Collins, Colorado 80521
(970)221-4158
Fax (970)221-4159
Project Number: COV; 9518.00
' Northern Engineering Services, Inc.
g g
11
April 6, 1996
City of Fort Collins
Stormwater Utility
235 Mathews
Fort Collins, Colorado 80522
1 RE: Coventry Subdivision, Filing No. 1
Crest Road Crossing Improvements
' Fort Collins, Colorado
Project Number: 9518.00
Dear Staff:
Northern Engineering is pleased to re -submit this Addendum to the Final
Drainage Study Report and Specifications for Coventry Subdivision, Filing No. 1 for
your review. We have addressed comments contained in the Project Comment
' Sheets dated March 31, 1996 and April 1, 1996.
This report was prepared in compliance with technical criteria set forth in the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards
manual.
iIf you should have any questions or comments as you review this revised
report, please feel free to contact me at your convenience.
Sincerely,
NORTHERP
1/�.V111J
Mary B. Wo
ES, INC.
1 420 S. Howes, Suite 202 • Fort Collins, Colorado 80521 • (970) 221-4158 • Fax (970) 221-4159
I
I
r
Ai
1.
I
Addendum to
Final Drainage Study
for
Coventry Subdivision Filing No. 1
I. INTRODUCTION
1.1 Objective
To provide support documentation of the methodology used in the design of the
' improved culvert crossing of Mail Creek at Crest Road.
1.2 Mapping and Surveying
Field surveys of the area surrounding the crossing were conducted by Landstar
Surveying, Inc. Loveland, Colorado in July and December, 1995. Based on this field
survey information, topographic mapping was computer generated by Northern
Engineering Services, Inc. with a contour interval of one (1) foot.
1.3 Site Reconnaissance
' Numerous site visits and meetings have taken place with both the Stormwater
Utility Department and the adjacent property owner, Joseph Bouchard. Survey
information was confirmed in the vicinity of the crossing as well as the status of
improvements on Crest Road. Concrete vertical curb and gutter was in place along
the east and west sides of Crest Road and two (2) sidewalk culverts had been
recently constructed at the Mail Creek crossing.
II. SITE LOCATION
2.1 Site Location
Coventry Subdivision is located in the North Half of Section 2, Township 6
North, Range 69 West of the 6th Principal Meridian in Fort Collins, Colorado. The
project is bounded by Harmony Road to the north, South Shields Street on the west,
.� and Crest Drive on the east. (See Vicinity Map). The location of the proposed culvert
crossing is approximately 200 feet south of Harmony Road along Crest Road.
III. PROPOSED CULVERT DESIGN
3.1 Design Data
Coventry Subdivision is located in the McClellands/Mail Creek Drainage Basin.
The Master Drainage Plan for this basin is currently being revised by RBD, Inc. and
1 under review by the City of Fort Collins Stormwater Utility Department. A figure of
Addendum to Final Drainage Study Page 2
Coventry Subdivision Filing No. 1
322.4 cfs for the 100-year discharge associated with Mail Creek at Crest Road has
been provided by Stormwater Utility (See Appendix) for use in design of the proposed
culvert crossing under Crest Road.
1 3.2 Existing Conditions
The size and type of the existing culvert under Crest Road was confirmed to be
a twenty-four (24) inch CMP with a length of 70.8 I.f. and an existing slope of 0.62%.
The McClellands and Mail Creek Drainage Study by Cornell Consulting Company
shows overtopping of Crest Road during the 100-yr event.
3.3 Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design
Criteria Manual.(SDDCM) and Storm Drainage Criteria Manual by the Urban Drainage
' and Flood Control District have been used for this Final Drainage Study.
3.4 Hydraulic Criteria
The computer program "HEC-2 Water Surface Profiles" developed by the U.S.
Army Corps of Engineers was used to analyze the proposed culvert crossing under
Crest Drive.
' The HEC-2 input file 02011804.ALT (See pages 1-4 in Appendix), generated by
RBD, Inc. for the McClellands & Mail Creek 100-yr Floodplain Study, was modified to
model the proposed crossing. The file generated by Northern Engineering Services,
Inc. to include the proposed improvements is COV-C1.DAT (See Pages 7-17 in
Appendix).
3.5 Proposed Improvements
The proposed crossing under Crest Road will include three (3) forty-eight (48)
inch reinforced concrete pipes (RCP) with a concrete apron comforming to the slope
of the roadway embankment and a retaining wall at the upstream end. The pipes
would be laid with the same grade and alignment as the existing twenty4our(24) inch
CMP. A 100-year discharge of 322.4 cfs was used to size the culverts with and
allowable overtopping of 0.5' over the crown in Crest Road and an assumed 20%
debris blockage.
The proposed crossing improvements will require a temporary construction
easement on private property at the outlet end of the culverts. Mr. Bouchard has
indicated verbally that an easement of this type is acceptable and a formal agreement
has been initiated. Disturbance to the existing wetlands on the west side of Crest
' Road will be minimal with maximum disturbance zones clearly delineated on the
construction plans
Addendum to Final Drainage Study Page 3
Coventry Subdivision Filing No. 1
Grouted riprap will be placed at the outlet end of the pipes to reduce the
velocity of the water and protect downstream embankments. The property owner has
indicated that this type of erosion control is acceptable.
' The center pipe of the three (3) proposed 48" RCP's will require special forming
to include a proposed frame and grate. The grate is required to drain the east ditch
along Crest Road and direct runoff into the proposed pipe. The horizontal and vertical
location of the grate is the same as the existing concrete inlet structure shown on the
plan. Minor grading of the existing borrow ditch along the east side of Crest Road will
be required to provide cover over the proposed pipes and drainage to the proposed
grate.
' The capacity of the existing 2' metal sidewalk culvert, in the west flowline of
Crest Road, has been determined to be inadequate for design flows of 4.0 and 14.3
cfs for the 2 and 100-yr storms respectively (See Appendix page 23). The existing
metal culvert is to be removed and replaced with a 4' concrete sidewalk culvert which
has been designed to convey the 2-yr flow of 4.0 cfs without curb overtopping. The
existing concrete chase in the east flowline of Crest Road, directly opposite the 2'
' metal culvert, has ample capacity to convey both minor and major storms.
IV. COMPLIANCE WITH STANDARDS
4.1 General
All drainage analyses have been performed according to the City of Fort Collins
Storm Drainage Design Criteria Manual (SDDCM) and the Urban Drainage and Flood
Control District's Drainage Criteria Manual.
V. CONCLUSION
5.1 Evaluation of Improvements
' The proposed improvements conform to the design standards of the City of Fort
Collins and are intended to require minimal adverse impacts to adjacent existing
properties. The most recent hydraulic and hydrologic information available has been
used in the design of the proposed crossing.
Input into the design of the proposed improvements has been provided by both
Mr. Bouchard and the Stormwater Utility Department
Addendum to Final Drainage Study Page 4
Coventry Subdivision Filing No. 1
REFERENCES
1. Storm Drainage Design Criteria and Construction
Standards, City of Fort Collins, Colorado, May, 1984.
2. McClellands & Mail Creek 100-Yr Floodplain Study of the
Mail Creek Tributary Along Harmony Road Between the
Nodick Property and the Ridge Subdivision, RBD, Inc.
August, 1995.
3. HEC-2 Water Surface Profiles, U.S. Army Corps of
Engineers, September, 1990.
1
i
1
1
1
1
1
1
1
1
1
1
A
1
1
Addendum to Final Drainage Study Page 5
Coventry Subdivision Filing No. 1
APPENDIX
PAGE
Preliminary Master Plan HEC-2 Model By RBD ..............1 - 4
Design Flows From Stormwater Utility Dept . ....................5 - 6
HEC- 2 Output File COV-Cl ................................................ 7- 24
Crest Road Sidewalk Culvert Analysis .............................. 25- 28
Deed of Dedication for Easement .......................................... 29
Water Rights Decree........................................................ 30- 33
�fffNffNHfffrrfHMHrffHffffN•NffffH HrfflffffffrHrrlrrrfrrrrrrfffffffrfff
4EC-2 WATER SURFACE PROFILES • • U.S. ARMY CORPS OF ENGINEERS '
• • HYDROLOGIC ENGINEERING CENTER '
Version 4.6.2; may 1991 ' • 609 SECOND STREET, SUITE D
' • UAVIS, CALIFORNIA 95616-4687
RUN DATE 24MAY95 TIME 14:16:53 • (916) 756-1104
fffNfrHNffffy •' NrfrNffrrrHNfHffHfHHHfH•Nfff
r -
11��+ XXXXXXX XXXXX XXXXX
4
i�ili� X X X X X X
X X X X X
XXXXXXX XXXX X XXXXX XXXXX
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXXXXXX
24MAY95 14:16:53 PAGE 1
�•••••••ffff frr►•fHHrrrNrrrf ffffrr
HEC-2 WATER SURFACE PROFILES
Fersion 4.6.2; May 1991
��•Nrrr►wrrf rrrfrrrfNrHfafrrf f►rrrr
MAIL CREEK FLOOOPLAIN ANALYSIS RBD
HEC-2
DATA FILE 02011804.ALT
ON SOUTH
SIDE OF HARMONY AROUND COMMUNITY
COLLEGE DEVELOPED 100 YR.
FLOWS
S
ALTERNATIVE 1 WITH
UPDATED CHANNEL
AROUND
COMMUNITY COLLEGE
�1
ICHECK
INO
NINV 1D1R
STRT
METRIC HVINS
0
2
0
0
CODES FOR
SUMMARY PRINTOUT
JVARIABLE
150
101
NC
.04
.035
.037
1
329.5
X-SECTIONS 11,18,23
AND 30 WERE PICKED UP 1N THE
FIELD FOR BT CARDS
1
10
53
140
GR
5039.0
0.0
5038.0
21.0
5037.0
53.0
5036.0
5035.0
89.0
5036.0
114.0
5037.0
140.0
5038.0
2
15
99
165
33
33
35
5042.0
0
5041.0
20.0
5040.0
45.0
5039.0
GR
5037.0
101.0
5036.0
102.0
5035.0
104.0
5036.0
5038.0
165.0
5039.0
186.0
5040.0
206.0
5041.0
3
10
79
152
24
25
7..9
GR
5042.0
0.0
5041.0
13.5
5040.0
42.0
5039.0
GR
5038.0
127.0
5039.0
152.0
5040.0
172.0
5041.0
4
9
17
142
32
26
34
5D42.0
0
5041.0
8.0
i040.0
17.0
5039.0
GR
5039.0
119
5040.0
142
3041.0
166
5042.0
5
.03
38.1
.016
101.7
.03
129.J
309.6
X1
5
16
129.0
266.8
65.0
56.1
79.1
0,0
5044.8
32.4
5043.7
38.1
504;.4
'5048.6
5043.1
77.3
5042.8
95.4
5041.8
101.7
5040.9
TH!S RUN EXECUTED 2414AY95 14:16:53
WSEL '.a
5034.4
70.0
5035.0
81.0
171.0
5039.0
192.0
64.0
5038.0
99.0
106.0
5037.0
107.0
227.0
5042.0
245.0
79.0
5038.5
93.0
193.0
5042.0
211.0
68.::
5038.7
89.9
184
.016
22+.2
.03
45.4
5.42.3
48.8
107.1
5040.!)
119.0
GR
5042.5
129.0
5039.3
139.2
5039.3
5041.4
309.6
NH
4
.016
78.8
.03
118.3
X1
6
15
116.9
223.4
133.8
GR
5044.6
0.0
5043.3
31.9
5043.8
GR
5041.5
91.6
5041.3
103.9
5042.9
5039.3
118.3
5039.3
195.2
5039.7
'GR
24MAY95
14:16:53
'NH
5
.03
19.7
.016
71.2
NH
290.0
RIGHT
SIDE NOT
EXTENDED VERTICALLY DUE
TO HOUSE
X1
7
18
99.9
Z90.0
90.2
5044.5
0.0
5044.3
19.7
5043.8
NGR
GR
5043.8
71.2
5042.7
75.7
5042.0
GR
5041.0
109.5
5038.0
111.9
5039.3
GR
5039.8
214.6
5039.4
250.3
5046.0
NH
5
.03
19.6
.016
69.5
NH
326.7
X1
8
19
98.3
288.2
86.6
GR
5045.4
0.0
5044.8
19.6
5044.3
GR
5044.4
69.5
5042.6
76.2
5042.6
GR
5039.9
124.5
5038.0
128.2
5036.8
GR
5039.9
227.3
5039.8
253.6
5045.7
NN
3
.03
19.8
.016
70.8
1
9
21
115.9
281.4
110.8
5045.7
0.0
5045.5
19.8
5045.0
5045.2
70.8
5043.6
77.7
5043.4
GR
5044.6
115.9
5039.3
223.8
5039.3
5039.3
5046.3
250.1
320.6
5041.3
270.1
5043.2
NC
0.3
0.5
NH
4
.016
73.8
.03
242.0
DOWNSTREAM OF CREST RD. 24-INCH
CMP
1
10
.23
242.0
2".0
70.0
3
10
GR
5046.3
0.0
5045.9
18.8
5045.4
5045.3
73.8
5044.3
81.3
5044.6
R
OR
5044.5
127.7
5043.7
130.3
5041.4
R
5039.3
217.1
5039.3
219.1
5037.0
R
5043.0
273.4
5043.6
306.0
5045.6
C
1.024
0.80
3.0
0.0
2.0
H
4
.016
66.7
.03
242.0
1
12
11
242.0
244.0
32.6
X2
0
0
2.0
0
5042.8
10
0
0
0
0
T
I3
.7
66.7
5045.5
80.1
T
260.0
5042.8
320.0
T
462.7
5046.5
GR
5046.8
0.0
5045.8
19.9
5046.8
5042.1
162.4
5040.2
236.5
5037.7
5046.5
462.7
24MAY95
14:16:53
NC
0
0
NH
3
.035
20.0
.016
77.3
13
20
211.6
309.0
114.1'
5046.8
0.0
5046.5
19.6
5046.1
5046.6
77.3
5045.7
82.4
5046.0
5043.6
211.6
5039.1
226.6
5038.5
5040.0
269.3
5042.5
286.1
5043.7
215.0 5039.4
.016
129.6
61.0
112.2
197.6
.03
89.8
20.1
90.0
113.4
290.0
.03
105.5
20.0
87.2
134.2
288.2
.03
92.1
20.2
91.2
226.2_
281.4
.024
70.0
19.3
95.5
140.4
242.0
325.8
0.0
024
30.0
0
5045.5
5044.0
47.3
242.0
.035
122.7
20.0
85.9
228.7
309.0
224.2 5041.4 266.8
195.2
.03
260.2
136.7
5043.6
78.8
5042.9
83.9
5042.9
114.0
5C42.0
116.9
5041.4
223.4
5043.2
260.2
PAGE
113.4
.016
186.4
.03
98.8
5044.5
47.7
5044.3
66.4
5043.7
99.9
5043.4
102.6
5039.3
186.4
5039.8
194.4
128.2
.016
202.2
.03
66.8
5045.0
47.6
5044.8
66.2
5044.2
98.3
5044.0
103.1
5039.3
157.7
5039.3
202.2
5045.7
326.7
320.6
102.6
5045.8
48.1
5045.6
66.3
50".7
100.1
5044.6
105.1
5039.3
240.6
5019.3
241.8
5044.4
297.4
5045.8
309.6
244.0
.03
325.8
70.0
5042.2
5042.2
5046.4
46.6
5046.0
67.0
5044.9
103.7
5045.1
115.0
5040.0
157.8
5039.6
193.0
5037.0
244.0
5039.3
257.9
30.0
2" .0
27.9
0
5046.5
5037.7
468.4
173.1
5047.0
5046.6
5038.2
5047.9
2.2 5037.7 5037.0
.03 462.7
5042.8
5042.8
145.0
5044.0
400.0
5046.0
66.7
5045.5
2".0
5040.9
50.9
5046.9
87.5
5045.8
232.8
5038.2
433.3
5049.2
80.1
259.2
PAGE 3
71.2
136.1
245.0
468.4
tA
5
.035
20.3
.016
70.7
.035
164.7
.05
215.7
.035
35414
14
5048.7
16
0.0
101.8
5047.5
215.7
20.3
156.4
5048.2
132.7
47.0
113.3
5048.1
66.9
5047.8
5046.4
77.3
5048.0
81.8
5047.7
101.8
5042.9
144.4
5041.7
70.7
164.7
GR
5041.5
167.2
5040.8
190.4
5042.2
206.2
5045.0
215.7
5046.6
282.5
5048.4
354.3
3
.035
21.4
.016
77.7
.037
331.4
X1
15
14
139.0
241.5
157.3
169.6
182.4
GR
5049.3
0.0
5048.7
21.4
5048.2
22.0
5049.1
51.1
5049.1
77.7
5048.7
83.9
5047.1
90.7
5048.2
95.7
5046.5
139.0
5042.6
204.4
5041.6
211.6
5043.0
221.1
5047.7
241.5
5050.6
331.4
NH
4
.035
21.3
.016
80.2
.06
147.7
.035
293.9
16
13
80.2
147.7
163.8
164.0
159.1
5051.2
0.0
5049.8
21.3-
5050.6
".0
5050.6
74.0
5049.8
80.2
5045.2
96.6
50".0
110.4
5043.4
118.3
5043.9
126.8
5045.3
134.4
GR
5049.2
147.7
5050.2
198.4
5053.0
293.9
3
.016
86.3
.035
121.9
.06
311.2
DOWNSTREAM OF 36-INCH CONC. PIPE CROSSING UNDER HARMONY RD.
17
12
92.4
121.9
58.0
58.0
58.0
GR
5052.1
5045.0
0.0
104.7
5050.2
5042.8
22.4
107.8
5051.0
5044.0
57.0
5050.9
86.3
5050.4
92.4
5053.6
272.0
5054.7
311.2
113.9
5047.7
121.9
5051.6
202.4
NH
3
.016
108.5
.06
124.4
.035
294.9
THE
RESULTS SHOW THAT SECTIONS 19-25 AND 26 IN THE FULLY DEVELOPED
CONDITION
HAVE
EXTENSIONS
ON THE LEFT
SIDE WHICH IS WHERE THE
CENTERLINE OF HARMONY RD.
IS. EVEN THOUGH
THE EXTENSIONS MAKE
THE
RESULTS ERRONEOUS THE SECTIONS WERE LEFT AS IS BECAUSE THE RESULTS
ARE
A CONSERVATIVE ESTIMATE OF THE 100 YR FLOODPLAIN
ON THE SOUTH
SIDE
OF HARMONY
RD. IN THE FUTURE WHEN IMPROVEMENTS
ARE MADE
TO
HARMONY RD OR THE
REGIONAL DETENTION FACILITY UPSTREAM OF THIS
LOCATION IS IN
PLACE THIS
PART OF THE
MODEL WILL NEED
TO BE REVISED.
X1
19
8
103.8
124.4
160.0
135.0
150.0
5053.0
90.0
5052.6
103.8
5052.2
108.5
5050.8
114.6
5053.7
124.4
132.2
5054.3
178.4
5056.8
294.9
15052.4
2414AY95
14:16:53
PAGE 4
X1
3
20
.016
103.8
.035
124.4
.06
294.9
7
103.8
124.4
50.0
45.1
45.3
5052.5
5055.2
82.7
211.3
5052.6
5056.8
103.8
5052.2
108.5
5050.8
114.6
5053.7
124.4
294.9
NC
0.0
0.0
mm
3
.016
106.6
.06
129.3
.035
297.8
21
8
106.6
206.0
134.6
130.8
131.5
5054.0
5053.9
84,8
129.3
5053.9
5056.0
106.6
5053.9
110.4
5051.2
118.1
5051.4
121.6
206.0
°058.0
297.8
03
.5
5
306.0
.016
107.4
Ob
1199.0
.013
123.5
.06
135.8
.035
DOWNSTREAM
OF HINSDALE DR.
3 - 23X14
INCH CONC. ARCH
PIPES
22
10
119.0
123.5
90.0
90.0
90.0
10
5054.6 5054.6
5050.2
84.4
5054.6
107.4
5053.9
111.5
5050.2
5053.9
119.0
5053.9
5050.2
123.5
124.7
5051.7
131.4
5054.0
135.8
5057.0
242.2
5058.4
306.0
3.013
5
0.4
3.0
105.5
0
1.17
1.5
95.0
8.1
5051.6
5050.2
368.4
.016
.06
131.0
.013
135.5
.06
143.6
.035
X1
24
16
131.0
135.5
44.7
46.5
119.6
D
0
2.0
0
5055.9
.,
10
5055.9
5055.9
3/
I
' 12.000 5566.61
�• 24.000 5120.22
* 50.000 5461.34
24KAY95 14:16:53
RNATIVE 1 WITH UPDATED C
Y PRINTOUT TABLE 150
I
SECNO
1.000
2.000
3.000
4.000
5.000
6.000
7.000
8.000
9.000
10.000
12.000
13.000
14.000
15.000
16.000
17.000
19.000
20.000
21.000
22.000
24.000
25.000
26.000
27.000
1
24MAY95
SECRO
.00
5548.55
5042.80
19.71
311.79
17.00
1.86
6.40
50".10
1.30
5044.11
.00
5099.77
5055.90
35.18
148.44
17.00
1.86
4.89
5056.49
4.24
5056.63
.00
5302.14
5084.00
8.37
72.93
17.00
.00
6.00
5085.50
.09
5085.50
PAGE 21
XLCH
ELTRD
ELLC
ELMIN
0
CYSEL
CRIYS
EG
10•KS
VCH
- AREA
.01K
.00
.00
.00
5035.00
329.50
5036.62
5036.62
5037.06
214.58
5.36
61.48
22.49
35.00
.00
.00
5035.00,
329.50
5038.24
5038.24
5038.72
230.62
5.56
60.43
21.70
29.00
.00
.00
5038.00
._329.50
5039.30
5039.30
5039.71
199.47
5.15
65.73
23.33
34.00
.00
.00
5038.70
329.50
5040.00
.00
5040.18
105.18
3.45
95.65
32.13
78.10
.00
.00
5039.30
329.50
5040.27
.00
5040.47
18.22
3.59
91.68
77.18
136.70
.00
.00
5039.30
329.50
5040.49
.00
5040.66
11.26
3.32
99.29
98.18
98.80
.00
.00
5038.00
329.50
5040.69
.00
5040.75
6.84
1.84
178.96
125.95
66.80
.00
.00
5036.80
329.50
5040.74
.00
5040.78
3.44
1.57
210.47
177.74
102.60
.00
.00
5039.30
329.50
5040.60
5040.60
5041.07
138.63
5.48
60.12
27.99
70.00
.00
.00
5037.00
329.50
5042.23
5042.23
5042.24
.73
1.59
365.05
385.58
27.90
5042.80
.00
5037.70
329.50
5044.10
.00
5044.11
.37
1.30
568.70
542.55
173.10
.00
.00
5038.20
329.50
5044.10
.00
5044.12
.98
.96
347.80
332.47
113.30
.00
.00
5040.80
329.50
50".11
.00
50".17
13.21
1.99
165.91
90.65
182.40
.00
.00
5041.60
329.50
5D44.48
.00
5044.Cu
89.72
4.56
72.26
34.79
159.10
.00
.00
5043.40
329.50
5046.24
.00
5046.50
125.71
4.08
80.67
29.39
58.00
.00
.00
5042.80
329.50
5046.69
5046.69
5047.75
158.40
8.28
39.79
26.18
150.00
.00
.00
5050.80
184.40
5053.26
5053.26
5053.80
107.26
4.10
36.99
17.81
45.30
.00
.00
5050.80
184.40
5053.90
.00
5054.04
11.46
2.11
67.31
54.47
131.50
.00
.00
5051.20
184.40
5054.21
.00
5054.49
160.95
4.07
44.13
14.53
90.00
.00
.00
5050.20
184.40
5054.23
.00
5054.77
5.98
7.07
68.54
75.43
119.80
5055.90
.00
5051.60
184.40
5056.49
.00
5056.63
1.65
4.24
175.45
143.41
48.90
.00
.00
5052.40
155.50
5056.63
.00
5056.67
4.49
1.78
102.38
73.37
657.50
.00
.00
5058.90
155.50
5060.65
5060.65
5060.95
247.97
4.40
35.30
9.87
147.50
.00
.00
5060.40
155.50
5062.83
.00
5063.11
95.50
4.21
36.89
15.91
14:16:53
PAGE 22
XLCH
ELTRD
ELLC
ELMIN
0
CYSEL
CR:YS
EG
10•KS
VCH
AREA
.01K
Services
Stormwater
City of Fort Collins
July 6, 1995
' Northern Engineering Services
420 South Howes, Suite 202
Fort Collins, CO 80521
' RE: McClellands/Mail Creek Master Plan Update: Preliminary Flows Through Coventry
P.U.D.
' Dear Mike:
The final master plan update is not yet complete but the hydrology update is
fundamentally complete for existing and fully developed conditions without
improvements. The attached SWMM runs and schematic can be summarized as
follows:
LOCATION
West property line of Coventry
(Element 39)
Culvert Crossing Under Harmony
(Element 17)
Crest Road
(Element 16)
EXIST. FLOWS
190.4 ds
199.7 ds
DEV.FLOWS
(no detention)
324.8 ds
352.9 ds
4 ds 534.6 ds
The minimum flows that should be allowed is the existing flows as listed above, however
using the developed flows is more conservative and gives the Stormwater Utility more
flexibility for future improvements. After you have had a chance to evaluate the effects
of using these flows we can discuss the effects and discuss some improvements being
proposed upstream that may aid you in making the final decision on the flow to be used.
At this time the upstream improvements on the Westbury site are still 'being discussed
and evaluated.
' If you have additional questions please feel free to contact me at 224 - 6065. Susan
Hayes will be on vacation July 24 - 28 so please consider that on any submittals that
may require her input.
' 235 Mathews Street • P.O. Box 580 • Fort lollin� (303) 221-6689 • FAX (NO) 221-0239
(0/
Sincerely, n
, &V
Glen D. Schlueter
Storrnwater Development Review Manager
Cc: James McCory, Managing Member
McGraw Land L.L.C.
Attachments
SWMM run
I
3 BEC-1 WATER SURFACE PROFILES 3
s t
s Version 4.6.2; May 1991 t
3 i
3 RUN DATE 26JAN96 TIME 11:54:21 i
1
26JAN96 11:54:21
BEC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
THIS MODEL IS BEING RUN TO SIZE PROPOSED CULVERT IMPROVEMENTS
UNDER CREST ROAD FOR COVENTRY SUBDIVISION FILING NO. 1
RUN COMPLETED BY NORTHERN ENGINEERING SERVICES USING END ENGINEERING
HEC-2 DECK FOR THE MAIL CREEK MASTER DRAINAGEWAY PLAN
LATEST REVISION TO MODEL: 12/07/95
NORTHERN ENGINEERING HEC-2 FILE: COV-C1.DAT
Tl MAIL CREEK FLOODPLAIN ANALYSIS RBD HEC-1 DATA FILE 01011804.ALT
T2 ON SOUTH SIDE OF HARMONY ROAD AROUND COMMUNITY COLLEGE DEVELOPED 100-YR FLOWS
T3 100-YR AT CREST ROAD
Jl ICHECK INQ NJ NV JOIN STRT
0 2 0 0 0
J3 VARIABLE CODES FOR SUMMARY PRINTOUT
150 101
s O.S. ARMY CORPS OF ENGINEERS t
i HYDROLOGIC ENGINEERING CENTER i
$ 609 SECOND STREET, SUITE D i
i DAVIS, CALIFORNIA 95616-4687 i
$ (916) 756-1104 t
PAGE I
THIS RUN EXECUTED 26JAN96 11:54:21
METRIC HVINS Q WSEL
0 0 0 5036.61
FQ
0
NC
.04
.035
.037
QT
1
322.4
K-SECTIONS 11,
18, 13 AND 30
WERE PICKED DP IN THE
FIELD FOR BT
CARDS
Kl
1
10
53
140
0
0
0
OR
5039.0
0.0
5038.0
21.0
5037.0
53.0
5036.0
70.0
5035.0
81.0
GR
5035.0
89.0
5036.0
114.0
5037.0
140.0
5038.0
171.0
5039.0
192.0
11
2
15
99
165
33
33
33
GR
5042.0
0.0
5041.0
20.0
5040.0
45.0
5039.0
64.0
5038.0
99.0
GR
5037.0
101.0
5036.0
102.0
5035.0
104.0
5036.0
106.0
5037.0
107.0
GR
5038.0
165.0
5039.0
186.0
5040.0
106.0
5041.0
227.0
5042.0
245.0
K1
3
10
79
152
24
25
29
GR
5042.0
0.0
5041.0
.13.5
5040.0
41.0
5039.0
79.0
5038.5
93.0
GR
5038.0
127.0
5039.0
152.0
5040.0
172.0
5041.0
193.0
5042.0
211.0
%1
4
9
17
142
31
26
34
GR
5042.0
0.0
5041.0
8.0
5040.0
17.0
5039.0
68.0
5038.7
89.9
GR
5039.0
119.0
5040.0
142.0
5041.0
166.0
5042.0
184.0
IN
5
.03
38.1
.016
101.7
.03
129.0
.016
224.2
.03
IN
309.6
Kl
5
16
129
266.8
65
56.1
78.1
GR
5048.6
0.0
5044.8
32.4
5043.7
38.1
5043.4
45.4
5042.3
48.8
OR
5043.1
77.3
5042.8
95.4
5041.8
101.7
5040.9
107.1
5040.9
119.0
GR
5042.5
129.0
5039.3
139.2
5039.3
215.0
5039.4
224.2
5041.4
266.8
GR
5041.4
309.6
NH
4
.016
78.8
.03
118.3
.016
195.2
.03
260.2
Kl
6
15
116.9
223.4
133.8
129.6
136.7
GR
5044.6
0.0
5043.3
31.9
5043.8
61.0
5043.6
78.8
5042.9
83.9
GR
5041.5
91.6
5041.3
103.9
5042.9
112.2
5042.9
114.0
5042.0
116.9
GR
5039.3
118.3
5039.3
195.2
5039.7
197.6
5041.4
213.4
5043.2
260.2
NH
5
.03
19.7
.016
71.2
.03
113.4
.016
186.4
.03
NH
290.0
RIGHT
SIDE NOT
EXTENDED VERTICALLY
DOE
TO HOUSE
1!
7
18
99.9
290.0
90.2
89.8
98.8
GR
5044.5
0.0
5044.3
19.7
5043.8
20.1
5044.5
47.7
5044.3
66.4
OR
5043.8
71.2
5042.7
75.7
5042.0
90.0
5043.7
99.9
5043.4
102.6
GR
5041.0
109.5
5038.0
111.9
5039.3
113.4
5039.3
186.4
5039.8
194.4
GR
5039.8
214.6
5039.4
250.3
5046.0
190.0
io/
1
263AN96
11:54:21
PAGE 2
NH
5
.03
19.6
.016
69.5
.03
128.2
.016
202.2
.03
NH
326.7
11
8
19
98.3
288.2
86.6
105.5
66.8
OR
5045.4
0.0
5044.8
19.6
5044.3
20.0
5045.0
47.6
5044.8
66.2
GR
5044.4
69.5
5042.6
76.2
5042.6
87.2
5044.2
98.3
5044.0
103.1
OR
5039.9
124.5
5038.0
128.2
5036.8
134.2
5039.3
157.7
5039.3
202.2
GR
5039.9
227.3
5039.8
253.6
5045.7
288.2
5045.7
326.7
NH
3
.03
19.8
.016
70.8
.03
320.6
11
9
21
115.9
281.4
110.8
92.1
102.6
OR
5045.7
0.0
5045.5
19.8
5045.0
20.2
5045.8
48.1
5045.6
66.3
GR
5045.2
70.8
5043.6
77.7
5043.4
91.2
5044.7
100.1
5044.6
105.1
GR
5044.6
115.9
5039.3
223.8
5039.3
226.2
5039.3
240.6
5039.3
241.8
GR
5039.3
250.1
5041.3
270.1
5043.2
281.4
5044.4
297.4
5045.8
309.6
OR
5046.3
320.6
RC
.3
.5
NH
5
.035
65.57
.035
77.57
.035
109.91
.016
120.70
.035
NH
128.45
CROSS-SECTION 1
OF SPECIAL
CULVERT METHOD
DOWNSTREAM END
OF 3-48" RCP'S
11
10
17
65.57
77.57
70
70
70
13
10
5040.87
5040.87
GR
5043.9
0.0
5040.0
21.57
5039.0
31.16
5038.55
33.9
5040.0
34.0
GR
5040.0
35.0
5038.6
63.57
5036.6
65.57
5036.6
71.57
5036.6
77.57
GR
5038.6
79.57
5041.0
86.68
5042.0
92.94
5043.0
108.47
5043.09
109.91
OR
5043.2
120.70
5044.0
128.45
INCLUDES
20%
DEBRIS BLOCKAGE PER
PIPE
SC
3.013
0.1
3.0
0
3.6
0.0
60
3.2
5036.99
5036.62
NH
3
.04
1107.6
.013
1133.1
.04
1218.78
CROSS-SECTION 3
OF THE SPECIAL CULVERT
METHOD
11
12
17
1107.6
1133.1
60
60
.60
K2
0
0
2.0
0
5043.16
13
10
5043.16
5043.16
BT
-9
1048.78
5043.90
1070.35
5043.51
1107.60
5043.21
BT
1114.35
5043.18
1120.35
5043.16
1126.35
5043.18
BT
1133.10
5043.21
1170.35
5043.5
1218.78
5044.52
GR
5044.0
1000
5043.90
1028.49
5043.90
1048.78
5043.51
1070.35
5042.41
1107.50
GR
5042.4
1107.60
5042.4
1108.60
5037.24
1108.70
5037.04
1114.35
5037.04
1120.35
GR
5037.0
1126.35
5037.3
1132.0
5042.41
1132.10
5042.41
1133.10
5042.41
1133.2
GR
5043.5
1170.35
5044.52
1218.78
II/
I
263AN96
11:54:21
PAGE 3
NH
3
.04
1119.35
.013
1121.35
.04
1218.78
CROSS-SECTION
4
OF THE SPECIAL
CULVERT
METHOD
11
12.5
17
1119.35
1121.35
9
9
9
13
10
5042.41
5042.41
BT
-15
1048.78
5043.90
5043.90
1070.35
5043.51
5043.51
1107.50
5042.41
5042.41
BT
1119.35
5042.41
5038.08
1119.52
5042.41
5038.63
1119.68
5042.41
5038.83
BT
1120.02
5042.41
5039.02
1120.35
5042.41
5039.08
1120.68
5042.41
5039.02
BT
1121.02
5042.41
5038.83
1121.18
5042.41
5038.63
1121.35
5042.41
5038.08
BT
1133.20
5042.41
5042.41
1170.35
5043.5
5043.5
1218.78
5044.52
5044.52
GR
5044.0
1000
5043.90
1028.49
5043.90
1048.78
5043.51
1070.35
5042.41
1107.50
GR
5038.0
1119.35
5037.5
1119.52
5037.3
1119.68
5037.1
1120.02
5037.0
1120.35
GR
5037.1
II20.68
5037.3
1121.02
5037.5
1121.18
5038.0
1121.35
5042.41
1133.20
GR
5043.5
1170.35
5044.52
1218.78
NC
.04
.035
-.037
.1
.3
NH
3
.035
20.0
.016
77.3
.035
468.4
11
13
20
211.6
309
114.1
122.7
173.1
GR
5046.8
0.0
5046.5
19.6
5046.1
20.0
5047.0
50.9
5046.9
.71.2
GR
5046.6
77.3
5045.7
82.4
5046.0
85.9
5046.6
87.5
5045.8
136.1
GR
5043.6
211.6
5039.1
226.6
5038.5
228.7
5038.2
232.8
5038.2
245.0
GR
5040.0
269.3
5042.5
286.1
5043.7
309.0
5047.9
433.3
5049.2
468.4
NH
5
.035
20.3
.016
70.7
.035
164.7
.05
215.7
.035
MR
354.3
11
14
16
101.8
215.7
156.4
132.7
113.3
GR
5048.7
0.0
5047.5
20.3
5048.2
47.0
5048.1
66.9
5047.8
70.7
GR
5046.4
77.3
5048.0
81.8
5047.7
101.8
5042.9
144.4
5041.7
164.7
GR
5041.5
167.2
5040.8
190.4
5042.2
206.2
5045.0
215.7
5046.6
285.2
GR
5048.4
354.3
MR
3
.035
21.4
.016
77.7
.037
331.4
11
15
14
139.0
241.5
157.3
169.6
182.4
GR
5049.3
0.0
5048.7
21.4
5048.2
22.0
5049.1
51.1
5049.1
77.7
GR
5048.7
83.9
5047.1
90.7
5048.2
95.7
5046.5
139.0
5042.6
204.4
GR
5041.6
211.6
5043.0
221.1
5047.7
241.5
5050.6
331.4
NH
4
.035
21.3
.016
80.2
.06
147.7
.035
293.9
11
16
13
80.2
147.7
163.8
164.0
159.1
GR
5051.2
0.0
5049.8
21.3
5050.6
46.0
5050.6
74.0
5049.8
80.2
GR
5045.2
96.6
5044.0
110.4
5043.4
118.3
5043.9
126.8
5045.3
134.4
GR
5049.2
147.7
5050.2
198.4
5053.0
293.9
I Z/
1
263AN96
11:54:21
PAGE 4
IN 3
.016 86.3
.035
121.9
.06
311.2
DOWNSTREAM
END OF 36-INCH RCP UNDER
HARMONY RD
Ei 17
12 92.4
121.9
58
58
58
GR 5052.1
0.0 5050.2
22.4
5051.0
57.0
5050.9 86.3 5050.4 92.4
GR 5045.0
104.7 5042.8
101.8
5044.0
113.9
5047.7 121.9 5051.6 202.4
GR 5053.6
272.0 5054.7
311.2
1
1
1
1
1
1
i
26JAM96 11:54:21
SECNO DEPTH CWSEL CRIWS WSELE EG RV HL OLOSS L-BANE ELEV
Q QLOB QCH QROB ALOB ACE ARON VOL TWA R-BANE ELEV
TIME VLOB VCH VROB ENL %NCH INN WTN ELVIN SSTA
SLOPE ELOBL ELCH ELOBR (TRIAL IDC ICONT CORAR TOPWID ENDST
*PROF I
0
$SECNO 1.000
1.000 1.61 5036.61 5036.60 5036.61 5037.05 .44 .00 .00 5037.00
322.4 .0 322.4 .0 .0 60.8 .0 .0 .0 5037.00
.00 .00 5.30 .00 .000 .037 .000 .000 5035.00 59.63
.021128 0. 0. 0. 0 4 0 .00 70.22 129.86
=SECNO 2.000
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
2.000 3.28 5038.28 5038.28 .00 5038.69 .42 .66 .00 5038.00
322.4 1.8 319.3 1.3 1.3 61.3 .8 .0 .1 5038.00
.00 1.38 5.21 1.57 .040 .037 .035 .000 5035.00 89.31
.019171 33. 33. 33. 20 14 0 .00 81.50 170.81
=SECNO 3.000
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3.000 1.29 5039.29 5039.29 .00 5039.69 .40 .56 .00 5039.00
321.4 2.2 318.8 1.4 1.5 62.6 .8 .1 .1 5039.00
.00 1.44 5.09 1.64 .040 .037 .035 .000 5038.00 68.30
1019747 24. 29. 25. 20 18 0 .00 89.48 157.78
tSECRO 4.000
4.000 1.28 5039.98 .00 .00 5040.17 .18 .48 .00 5040.00
322.4 .0 322.4 .0 .0 93.6 .0 .2 .2 5040.00
.01 .00 3.44 .00 .000 .037 .000 .000 5038.70 17.82
.010669 32. 34, 26. 2 0 0 .00 123.81 141.63
1490 NH CARD USED
*SECNO 5.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, ERAT10 = 2.42.
5.000 .96 5040.26 .00 .00 5040.45 .20 .28 .00 5042.50
322.4 .0 322.4 .0 .0 90.4 .0 .3 .4 5041.40
.01 .00 3.57 .00 .000 .016 .000 .000 5039.30 136.14
.001819 65. 78. 56. 3 0 0 .00 106.36 242.50
PAGE 5
14/
1
263AN96 11:54:21
SECNO
DEPTH
CWSEL
CRINS
WSELK
EG
BY
RL
OLOSS
L-BANK ELEV
Q
QLOB
QCH
QROB
ALOB
ACE
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
KNL
%NCH
KNR
WTN
ELVIN
SSTA
SLOPE
KLOBL
KLCH
KLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
1490 HE CARD USED
=SECNO 6.000
6.000
1.18
5040.48
.00
.00
5040.65
.17
.19
.00
5042.00
322.4
.0
322.4
.0
.0
98.1
.0
.6
.7
5041.40
.02
.00
3.29
.00
.000
.016
.000
.000
5039.30
117.69
.001120
134.
137.
130.
2
0
0
.00
91.75
209.44
1490 HE CARD
USED
=SECHO 7.000
1530 MARKINGS N VALUES
FOR CHANNEL
COMPOSITED
7.000
2.68
5040.68
.00
.00
5040.73
.05
.08
.00
5043.70
322.4
.0
322.4
.0
.0
176.9
.0
.9
1.0
5046.00
.04
.00
1.82
.00
.000
.024
.000
.000
5038.00
109.76
.000681
90.
99.
90.
2
0
0
.00
148.24
258.00
1490 RE CARD USED
$SECNO 8.000
1530 MAHNINGS N VALUES FOR CHANNEL COMPOSITED
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.42
8.000 3.93 5040.73 .00 .00 5040.76 .04 .03 .00 5044.20
322.4 .0 322.4 .0 .0 208.4 .0 1.2 1.2 5045.70
.05 .00 1.55 .00 .000 .023 .000 .000 5036.80 120.19
.000339 87. 67. 106. 2 0 0 .00 138.83 259.03
1490 HE CARD USED
=SECRO 9.000
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
9.000 1.29 5040.59 5040.59
.00 5041.05 .46
.10
.00
5044.60
322.4 .0 322.4 .0
.0 59.1 .0
1.5
1.4
5043.20
.06 .00 5.46 .00
.000 .030 .000
.000
5039.30
197.58
.013942 Ill, 103. 92.
20 17 0
.00
65.40
262.98
CCHV= .300 CEHV= .500
1490 ND CARD USED
PAGE 6
I o/
1
263AN96 11:54:21
SECNO DEPTH CWSEL CHINS WSELX EG MY HL
Q QLOB QCH QROB ALOB ACE AROB VOL
TIME VLOB VCR VROB XNL %NCH %RR WTN
SLOPE XLOBL XLCH XLOBR (TRIAL 1DC ICONT CUBAN
*SECRO 10.000
3302 WARNING: CONVEYANCE CHARGE OUTSIDE OF ACCEPTABLE RANGE, ERATIO = 4.83
GLOSS L-BANE ELEV
TWA R-BARE ELEV
ELVIN SSTA
TOPWID ENDST
10.000 4.60 5041.20 .00 .00 5041.28 .08 .11 .11 5036.60
322.4 137.7 158.3 26.4 89.7 55.2 17.3 1.7 1.6 5036.60
.06 1.54 2.87 1.53 .035 .035 .035 .000 5036.60 14.94
.000597 70. 70. 70. 2 0 0 .00 72.98 87.92
SPECIAL CULVERT
SC CDAO CDRY ENTLC. COFQ RULER RISE SPAR CULVLN CENT SCL
3 .013 .10 3.00 .00 3.60 .00 60.00 3 2
CHART 3 - CONCRETE PIPE CULVERT; BEVELED RING ENTRANCE
SCALE 2 - (B) LARGE BEVEL = 0.083D
1490 NH CARD USED
=SECRO 12.000
SPECIAL CULVERT OUTLET CONTROL + WEIR FLOW EG = 5043.45
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, XRATIO = 3.42
SPECIAL CULVERT
EG1C EGOC 114 QWEIR QCULV VCH ACULV ELTRD WEIRLN
5042.68 5043.69 2.17 18. 306. 2.124 30.5 5043.16 86.
12.000 6.38 5043.38 .00 .00 5043.45 .07 2.17 .00 5042.40
322.4 2.6 317.2 2.6 16.0 149.3 16.2 1.9 1.7 5042.41
.07 .16 2.12 .16 .040 .013 .040 .000 5037.00 1074.71
.000051 60. 60. 60. 1 0 0 .00 91.58 1166.29
1490 NB CARD USED
+SECNO 12.500
3370 NORMAL BRIDGE, RRD= 15 MIN ELTRD= 5042.41 MAX ELLC= 5039.08
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
12.500 6.73 5043.73 5043.73 .00 5044.09 .36 .00 .14 5038.00
322.4 132.9 55.7 133.8 46.0 5.8 46.1 2.0 1.7 5038.00
.07 2.89 9.67 2.90 .040 .013 .040 .000 5037.00 1058.20
.011370 9. 9. 9. 20 10 0 -58.46 123.04 1181.25
PAGE 7
ELCHU ELCHD
5036.99 5036.62
I
263AN96 11:54:21
SECRO DEPTH CWSEL CRIWS WSELK EG RV HL GLOSS L-BANK ELEV
Q QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCR VROB &NL INCH ERR WTN ELVIN SSTA
SLOPE KLOBL KLCH KLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST
CCHV= .100 CEHV= .300
1490 NH CARD USED
=SECNO 13.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 11.23
13.000 5.95 5044.15 .00 .00 5044.17 .01 .05 .03 5043.60
322.4 .9 321.1 .4 5.2 345.0 3.0 2.8 2.1 5043.70
.12 .17 .93 .15 .035 .035 .035 .000 5038.20 192.75
.000090 114. 173. 123. 2 0 0 .00 129.55 322.30
1490 NH CARD USED
;SECNO 14.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .27
14.000 3.35 5044.15 .00 .00 5044.21 .06 .03 .01 5047.70
322.4 .0 322.4 .0 .0 169.0 .0 3.5 2.4 5045.00
.14 .00 1.91 .00 .000 .044 .000 .000 5040.80 133.28
.001197 156. 113. 133. 2 0 0 .00 79.55 212.83
1490 NH CARD USED
;SECNO 15.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .36
15.000 2.83 5044.43 .00 .00 5044.76 .33 .47 .08 5046.50
322.4 .0 322.4 .0 .0 70.1 .0 4.0 2.7 5047.70
.15 .00 4.60 .00 .000 .037 .000 .000 5041.60 173.54
.009313 157. 182. 170. 2 0 0 .00 53.81 227.35
1490 NH CARD USED
=SECRO b-lH0
16100 2.82 5046.21 .00 .00 5046.47 .25 1.70 .01 5049.80
322.4 .0 122.( .0 .0 79.7 .0 4.3 2.8 5049.20
.16 .00 4.04 .00 .000 .060 .000 .000 5043.40 92.96
.012458 164. 159. 144. 2 0 0 .00 44.58 137.54
PAGE 8
t
261AN96 11:54:21
SECRO DEPTH CWSEL CRIWS WSELE EG HV HL OLOSS L-BANE ELEV
Q QLOB QCH QROB ALOB ACH ARON VOL TWA R-BANE ELEV
TIME VLOB VCR VROB ENL ENCH ENR WTN ELMIN SSTA
SLOPE ELOBL ELCH ELOBR ]TRIAL IDC ICONT CORAR TOPWID ENDST
1490 NO CARD USED
=SECNO 17.000
3301 HV CHANGED MORE THAN HVINS
7185 MINIM➢M SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
17.000 3.85 5046.65 5046.65 .00 5047.71 1.05 .81 .24 5050.40
322.4 .0 322.4 .0 .0 39.1 .0 4.3 2.9 5047.70
.16 .00 8.24 .00 .000 .035 .000 .000 5042.80 100.93
.015878 58. 58. 58. 3 11 0 .00 18.70 119.64
11
PAGE 9
1
26JAN96 11:54:21 PAGE 10
THIS RUN EXECUTED 263AN96 11:54:28
HEC-2 HATER SURFACE PROFILES
Version 4.6.2; May 1991
NOTE- ASTERISK (i) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
100-YR AT CREST ROAD
SUMMARY PRINTOUT TABLE 101
SECRO EGOC ELLC. EGIC ELTRD QCULV QWEIR CLASS H4 DEPTH CWSEL
t 12.000 5043.69 .00 5042.68 5043.16 306.36 18.07 17.00 2.17 6.38 5043.38
1
26JAN96 11:54:21
100-YR AT CREST ROAD
SUMMARY PRINTOUT TABLE 150
VCH EG
2.12 5043.45
PAGE 11
SECNO
XLCH
ELTRD
ELLC
ELMIN
Q
CWSEL
CRIWS
EG
10iKS
VCH
AREA
OIK
1.000
.00
.00
.00
5035.00
322.40
$036.61
5036.60
5037.05
211.28
5.30
60.83
22.18
i 2.000
33.00
.00
.00
5035.00
322.40
5038.28
5038.28
5038.69
191.71
5.21
63.42
23.28
i 3.000
29.00
.00
.00
5038.00
322.40
5039.29
5039.29
5039.69
197.47
5.09
64.98
22.94
4.000
34.00
.00
.00
5038.70
322.40
5039.98
.00
5040.17
106.69
3.44
93.64
31.21
= 5.000
78.10
.00
.00
5039.30
322.40
5040.26
.00
5040.45
18.19
3.57
90.43
75.59
6.000
136.70
.00
.00
5039.30
322.40
5040.48
.00
5040.65
11.20
3.19
98.08
96.34
7.000
98.80
.00
.00
5038.00
322.40
5040.68
.00
5040.73
6.81
1.81
176.86
123.58
i 8.000
66.80
.00
.00
5036.80
322.40
5040.73
.00
5040.76
3.39
1.55
208.36
175.00
t 9.000
102.60
.00
.00
5039.30
322.40
5040.59
5040.59
5041.05
139.42
5.46
59.06
27.30
i 10.000
70.00
.00
.00
5036.60
321.40
5041.20
.00
5041.28
5.97
2.87
162.15
131.94
t 12.000
60.00
5043.16
.00
5037.00
322.40
5043.38
.00
5043.45
.51
2.12
181.51
451.49
i 12.500
9.00
5042.41
5039.08
5037.00
322.40
5043.73
5043.73
5044.09
113.70
9.67
97.92
30.24
'
=
13.000
173.10
5038.20
322.40
.00
.00
5044.15
.00
5044.17
.90
.93
353.18
339.41
'
=
14.000
113.30
.00
.00
5040.80
322.40
5044.15
.00
5044.21
11.97
1.91
169.05
93.20
=
15.000
182.40
.00
.00
5041.60
322.40
5044.43
.00
5044.76
93.13
4.60
70.08
33.41
'
16.000
159.10
.00
.00
5043.40
322.40
5046.22
.00
5046.47
124.58
4.04
79.73
28.89
17.000
58.00
.00
.00
5042.80
322.40
5046.65
5046.65
5047.71
158.78
8.24
39.11
25.59
1
263AN96
11:54:21
PAGE 12
'
100-YR
AT CREST
ROAD
'
SUYWARY PRINTOUT TABLE
150
'
SECNO
Q
CWSEL
DIFWSP
DIFWS%
DIFWWS
TOPWID
ELCN
1.000
322.40
5036.61
.00
.00
.00
70.22
.00
'
=
2.000
322.40
5038.28
.00
1.67
.00
81.50
33.00
=
3.000
322.40
5039.29
.00
1.01
.00
89.48
29.00
'
4.000
322.40
5039.98
.00
.70
.00
123.81
34.00
'
5.000
321.41
1140,26
.11
.17
.11
106.36
78.10
6.000
322.40
5040.48
.00
.22
.00
91.75
136.70
7.000
322.40
5040.68
.00
.20
.00
148.24
98.80
=
8.000
322.40
5040.73
.00
.05
.00
138.83
66.80
'
9.000
322.40
5040.59
.00
-.14
.00
65.40
102.60
+
10.000
322.40
5041.20
.00
.61
.00
72.98
70.00
11.000
322.40
5043.38
.00
2.18
.00
91.58
60.00
'
=
12.500
322.40
5043.73
.00
.35
.00
123.04
9.00
=
13.000
322.40
5044.15
.00
.43
.00
129.55
173.10
'
f
14.000
322.40
5044.15
.00
-.01
.00
79.55
113.30
15.000
322.40
5044.43
.00
.28
.00
53.81
182.40
16.000
322.40
5046.22
.00
1.79
.00
44.58
159.10
'
=
17.000
322.40
5046.65
.00
.43
.00
18.70
58.00
Zo /
I
263AN96 11:54:21
SUMMARY OF ERRORS AND SPECIAL NOTES
CAUTION SECNO= 2.000 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 2.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 2.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 3.000 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 3.000 PROFILE= l PROBABLE MINIM➢M SPECIFIC ENERGY
CAUTION SECNO= 3.000 PROFILE= l 20 TRIALS ATTEMPTED TO BALANCE WSEL
WARNING SECNO= 5.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 8.000 PROFILE= I CONVEYANCE CHARGE OUTSIDE ACCEPTABLE RANGE
CA➢TION SECNO= 9.000 PROFILE= I CRITICAL DEPTH ASSUMED
CA➢TION SECNO= 9.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 9.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
WARNING SECNO= 10.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 12.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= 12.500 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 12.500 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 12.500 PROFILE= l 20 TRIALS ATTEMPTED TO BALANCE WSEL
WARNING SECNO= 13.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 14.000 PROFILE= I CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 15.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CA➢TION SECNO= 17.000 PROFILE= l CRITICAL DEPTH ASS➢MED
CAUTION SECNO= 17.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY
PAGE 13
Q
O
N
w U
U �
0
of U
W
Uv
(f) o
z_Z
�w
W J
W �
Z
� J
Z W
W 0
Z U
o
= N
N
U
0
O W
Z S
U
V)
Z
Z
0_
U
o
N
Q
F-
W
00
Wa
o
m
N
V)
o�
r
ou
a
�>�
D w
o
d
0
C
W J
W
0
OJ
l
.�
0 <
l l
o
4w
11
c
U
Il
C
ll
o
N
0
1
4-J
o ll
4-f
0LO
1
�/
L
LO
OD
o
U
I I
J
W
N
3
i
Of
o
U
0
0
W
0
I
N
0
0
0
o
o
co ID
v w O
m 0
In
V 7
O O
V
O o o
M M
O o
In fn
In !n Uo
in n
u011'en913
m
0
0
a
Q
N
bj U
U �
O
UJ
W U
N
O
Z Z
E W
W
W
Z
� J
Z W
W
N
Z O
(U
0� m
W N
�
C7
o
I
Of
w
Z
N
O
Z S
Z
�
Ld
W^
W
N
W
o
-
N
N
V)
CO
N J
r
C)u
o a
a
0 0
1 W 3
Of >l
�o
a J
Q
� W
0�
ll
.�
111 az
++
o <
llll
W
^ ll ll
N
Ni llll
N
0
o
Lo lull
(n
N
w iltl
0
U, 111
lil
U
l
o l
�w
.
N
Wv
I
0
N
0
0
0
0
N
of �o
c N o W
0
0
�o
o 0
I!'1 In
0 0 0
N In In U)
0
In
m
0
S
0
i
0
z
F
a
i
0
i
ti
a
o
LAI
r�
w
N
V
d
Q
N
CDz
0
Z
Y
li
U
Nrn
it
�
h
In
X to
W M
0
O
1,j II
L
Z
r
O
30�
ul
�,�
WU
Wm
V)
LL
}
Uzz
W
L
0
U
0
O
Q
iv
a uj
�
a z
0
N
Z
W
Ld
U
W
0
Wa
QO
W
K
�)
O
UI
J
W
N
O
W
�a
o0 IK
L
r�
o
r
Z w
O
O�
N
V/
d V
v
d
J K
JW
Wa>
vi o
a
OW
W
0
u
�
rn
�
N
i
0
S
0
u
c
c
i
O
C
O
Z
O
0 00
M
Z J
J w
W
W
Z =
N 0
LL
w
O N
J>
M
v
w
t- > J
II
N
I
Z
p w
CO O
W
z_Va
C
>o
L
Of
Q
z z
W
�'gW
O
0
/
Z d
O
= W
rn O
w
Z
wF-W
N m
O
M
ro
II II
LO
II
O N
�
J LO
O
w M
7
N
�
U m
w
N
Z
LO
a
�
J
O
O
J
W M
M
p
J
W
O
H
U
LL
cr
W
3
>
o
N
LQ
cr
O
W
Zoo rn m
N
w0 N
0- af
N
0 u
U
J3�
J p W w
a
U)��
Ln
Q
OD
Z
If)
M m
o
O
N
co
J CO
Q
LL:
7
t
L
r
W
/�
N
JH
Z
J
o
3
S
LL
V
�
0
Y
�
U
9
e
m
a
K
0
00
C
>0
Ix
p>
H
U5
z5 /
��I�sbs
cf,caw
Ka�� 42,9i — GA�.1 1•\�r+..iE Cam" ot¢+a.-T�P���j �t--
Ic0 �1�2 �jT�L.M _ Q•�j.51
F = 4Z.5$
CDNrR.-xoeLLING To C er.LT : .,+L Bres��►3 �/t=\•�b2G>
Qz = 4.a �s C� ,00 - \4, 3 ��s (sue ,�4 , 2. 3
fL.efEA; 64f Y�O Vnir� �ii.� rni r S, oe%� CuLvtC' 0.7A S4 .
�pr.•rGCST �.]P�'� � Ti o G{{C7 A,-4G S'IGFL Z.3<o
V= 35_
2.vv\,,n LA -Se knloo
�v 6oC3)
Qz = ��SiC3.3�C.2�� = O•-7�c.
Q,oO = �• �S� C J> C . 24) = 2-0 5 cj�
DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number. DSNPNTD5.WQ1 16-Au -95 Calcs B : MBW
DESIGN POINT D5: (Includes
Basin D5 & 3)
TOTAL AREA = A (ac)=
2.695
RUNOFF COEFFICIENTS: (From Table 3-3)
Area of Roofs (ac)=
0.0000 C for Roofs = 0.95
Area of Concrete & Asphalt(ac)=
0.0000 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.00W C for Gravel = 0.50
Area of Lawn (ac)=
O.(XXX) C for Lawn = 0.20
COMPOSITE RUNOFF COEFFICIENT:
C=
0.82(1.395ac)+0.53(1.30) = 0.68
2.695
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor, Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland now length = I I'
L (ft)=
S (%) _
C=
GUTTER FLOW:
L (ft)=
S(%)=
V(fps) =
T2 = 1.87 (I.l - CCf) SQRT(L) = 4.4 min
11 CUBRT(S)
54.0-53.78= 2.1X1 Tim = 1.87(I.1-CCf)SQRT(L) = 4.2 min
11 CUBRT(S)
0.20
1138 Tl = L = 9.5 min
53.28-41.58= 1.03 60(V)
1138
2.(X) (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 =
100-YEAR TIME OF CONCENTRATION; Tc 100 =
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.18
Q2(cfs) = CCf x i2 x A = 4.0
QI00(Cfs) = CCf x i100 x A = 14.3
13.9 min
13.7 min
il(X)(in/hr)= 6.250
�W/
Z,/
UDINLET: INLET AYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL EKG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDAFCD
- ----------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado .......................
DATE 12-19-1995 AT TIME 11:52:17
rtx PROJECT TITLE: Coventry: Crest Road
' ktt CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 1
INLET HYDRAULICS: IN A SUMP.
' GIVEN INLET DESIGN INFORMATION:
' GIVEN CURB OPENING LENGTH (ft): 4.00 wc
HEIGHT OF CURB OPENING (in): 6.00
INCLINED THROAT ANGLE (degree): 63.43
LATERAL WIDTH OF DEPRESSION (ft): 2.00
SUMP DEPTH (ft): 0.08
Note: The sump depth is additional depth to flow depth.
' STREET GEOMETRIES:
STREET
LONGITUDINAL SLOPE (1) =
0.70
STREET
CROSS SLOPE
(1) =
2.00
'
STREET
MANNING N
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
'
STREET FLOW HYDRAULICS:
'
WATER SPREAD ON STREET
GUTTER FLOW DEPTH
(ft) =
(ft) =
11.78
0.40
FLOW VELOCITY ON STREET
(fps):
2.58
FLOW CROSS SECTION AREA
(sq ft)=
1.55
'
GRATE CLOGGING FACTOR
(1)=
50.00
CURB OPENNING CLOGGING
FACTOR(1)=
20.00
' INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 5.91
BY FAA BEC-12 METHOD: DESIGN FLOW (cfs)= 4.00
FLOW INTERCEPTED (cfs)= 4.00
' CARRY-OVER FLOW (cfs)= 0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.00
FLOW INTERCEPTED (cfs)= 4.00
' CARRY-OVER FLOW. (cfs)= 0.00
I
.v L/+-C1-e
QZ d_- CX..J rl _7 '-.
s GYM
a.6g3 = Z%5
I
Z I✓lC'rTYi
<7 C� � ✓ram i— , •J
N o. 2 )
-------- ----- ---------- --- ------ - - -
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL EKG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
R:Northern Engineering Services -Ft Collins Colorado .......................
DATE 12-19-1995 AT TIME 12:08:26
* PROJECT TITLE: Coventry: Crest Road
' ttr CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 1
INLET HYDRAULICS: IN A
SUMP.
'
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH
(ft):
4.00
'
HEIGHT OF CURB OPENING
(in):
6.00
INCLINED THROAT ANGLE
(degree):
63.43
LATERAL WIDTH OF DEPRESSION (ft)-
2.00
SUMP DEPTH
(ft):
0.03
Note: The sump depth
is additional
depth to flow depth.
'
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (1) =
0.70
STREET CROSS SLOPE
(1) _
2.00
STREET MANNING N
0.016
GUTTER DEPRESSION
(inch):
2.00
GUTTER WIDTH
(ft) _
2.00
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft)
20.22
GUTTER FLOW DEPTH
(ft) =
0.57
FLOW VELOCITY ON STREET
(fps):
3.37
FLOW CROSS SECTION AREA
GRATE CLOGGING FACTOR
(sq ft):
(1)=
4.25
50.00
CURB OPENNING CLOGGING FACTOR(%)- 20.00
' INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 8.12
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
' FLOW INTERCEPTED (cfs)-
CARRY-OVER FLOW (cfs)=
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
' FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
14.30c
7.27
7.0� SPi`C o Z �.l�c cr
14.30 �—� B C ✓. 43. (�
6.50
7.80
Zg /
DEED OF DEDICATION FOR EASEMENT
KNOW ALL MEN BY THESE PRESENTS: That the undersigned Joseph
Bouchard, being the owner of certain real property in Larimer County, Colorado legally
described at Reception No. 136056 in the Larimer County Records, in consideration of Ten
Dollars ($10.00) in hand paid, receipt of which is hereby acknowledged, and other good and
valuable consideration, does hereby dedicate, transfer and convey to the City of Fort Collins,
' Colorado, a Municipal Corporation, for public use for a temporary easement for grading &
construction for the sole purpose of installing 3 new 48" culverts under Crest Road. This
' easement shall expire once these culverts & associated improvements have been approved and
accepted by the City of Fort Collins Stormwater Utility in the City of Fort Collins, County
of Larimer, State of Colorado, more particularly described on Exhibit "A" attached hereto
' and by this reference made a part hereof.
' Witness our hands and seals this.Oa 199
G for
Title:
' ATTEST:
' Title:
State of &Ck4%LAJ l
County of t4s All) )
ss
' The foregoing instrument was acknowledged before me this ��day of
199by dosovNk (s. gOlJr:1" Q i•l9'OeQ. , and i9d2—% (cL
as -
' Witness my hand and official seal. PATRICIA TRACY
COMM. #1054337
�.f p 0 MDUIRYPU XC-CALJFOFNA
' My commission expires: 1 aiL . �q —i LOSAI GELESCOLIM
Comm
w ExIL, 2k 106
Notary Publio----�
Accepted by the City of Fort Collins on the day of 199
' City Clerk
3 C>/
LIND, LAWRENCE & OTTENHOFF
ATTORNEYS AT LAW
THE LAW BUILDING
1011 ELEVENTH AVENUE
P.O. BOX 326
GREELEY, COLORADO 80632
GEORGE H. OTTENHOFF
KENNETH F. LIND
KIM R. LAWRENCE
1EFFREY R. BURNS
March 6, 1996
Ms. Mary Wohnrade
Northern Engineering
420 S. Howes, Suite 202
Ft. Collins, CO 80521
Re: Joseph G. Bouchard
Dear Mary:
TELEPHONE
(970) 353-2323
(970) 356.9160
TELECOPIER
(970) 356-1111
Please find enclosed a copy of the decree to Joseph Bouchard in Case N4 9323 for
Bouchard Pond.
Sincerely,
LIND, LAWRENCE & OTTENHOFF
Kim R. Lawrence
KRL/jer
Enclosure
PC: Joseph Bouchard (w/enc)
0
F:\KIM\OFF\WOHNRADI.LTR
LIAR 1 41919 Y: � S Ot
3V
I
1
1
1
1
IN THE WATER COURT IN AND FOR
WATER DIVISION NO. 1
STATE OF COLORADO
CASE NO. W-9323•
JAN 111979
IN THE MATTER OF THE APPLICATION )
FOR WATER RIGHTS OF ) FINDINGS AND RULING
1 OF THE REFEREE
JOSEPH G. BOUCHARD ) AND DECREE OF
THE WATER COURT
IN LARIMER COUNTY, COLORADO. )
THIS CLAIM, having been filed with the Water Clerk, Water
Division No. 1, on August 21, 19701 and the Referee being fully
advised in the premises, does hereby find:
All notices required by law of the filing of this
application have been fulfilled, and the Referee has juris-
dication of this application.
No statement of opposition to said application has been
filed, and the time for filing such statement has expired.
All matters contained in the application having been
reviewed, and"testimony having been taken where such testi-
mony is necessary, and such corrections made as are indicated
by the evidence presented herein,
IT IS HEREBY THE RULING OF THE WATER REFEREE:
1. The name ana nAelr,cc f ,-v, .,
Joseph G. Bouchard
4620 Crest Road
Fort Collins, Colorado 80526
2. The name of the structure:
Bouchard Pond
3. Location of structure:
Bouchard Pond will be located in the Northeast
Quarter.of the Northwest Quarter of the North-
east Quarter (NE 1/4, Nil 1/4, NE 1/4) of Section
Two (2), Township Six (6) North, Range Sixty-
nine (69) West of the Sixth (Gth) P.M., Larimer
County, Colorado.
'
4.
Description of Structure:
Height of dam: Less than 10 feet.
'
(non -jurisdictional)
'
Length of dam: 60 feet.
Maximum depth of pond: 8 feet.
'
Storage capacity: 3 acre-feet..
5.
Source of Water:
'
Natural flow of Mail Creek, seepage, and Applicant's
own tailwater from his ditch -water irrigation.
'
6.
Date of Initiation of Appropriation:
'
July 18, 1978. CONDITIONAL
7.
Amount of Water:
'
Three (3) acre-feet. CONDITIONAL
8.
Use of the.Water:
'
Irrigation, recreation, landscaping and commercial.
'
9.
Description of Land Irrigated:_
.Supplemental irrigation of ten (10) acres
'
described as Lots One (1) and Two (2'), Brookwood
Estates, a part of the Northeast Quarter (NE 1/4)
'
of Section Two (2), Township Six (6) North, Range
Sixty-nine (69) West of the Sixth (6th) P.M.,
Larimer County, Colorado.
1
The
priorities herein awarded were filed in the Water Court
in the year 1978, and shall be administered as having been filed
in that
year; and shall be junior to all priorities filed in
'
previous
years. As between all rights, filed in the same
caletlaer
year, (J11UviCS Slla tt LC ut �c�1iiy i1cu u.:Q ..a:J
of appropriation
and not affected by the date of entry of ruling.
It
is also ordered that the conditional rights herein
awarded
are hereby continued in full force and effect until
January
, 1983:'.If Applicant desires to maintain such conditional
3 y�
1
7
-� W - Y31Q3
' decree, an application for quadrennial findings of reasonable -
diligence shall be filed on or before January , 1983 ,
or a showing made on or before such date that the conditional water
' rights have become absolute water rights by reason of the completion
of the appropriation.
Bouchard Pond shall have an outlet pipe and gate installed so
' that the pond may be drained. The outlet pipe shall be of sufficient
size to pass all normal flows.
1
1
I
DATED this llth day of January , 1979.
RA M9ND S. LIESMAN
Water Referee, Division No. I
State of Colorado
THE COURT DOTH FIND: NO PROTEST WAS FILED IN THIS MATTER.
THE FOREGOING RULING IS CONFIRMED AND APPROVED, AND IS HEREBY MADE
THE JUDGMENT AND DECREE OF THIS COURT.
Dated:
Water Judge, Division No. I
State of Colorado
Certified to be o full, true and correct
copy of Ii.* 6j i._�nr,! !�: u••. U:l O;ly,
CLERK, VGA I .43 V. 1
STATE OF COLORADO
li-
, - 3-
TEEL �MP
CRMMOR Art
auarWE
RAU
AW
RWE
"I UALB1
MxIvanondct
PRICARA WADI
MH
LE AT WA
/.UfA
PAL
v.wnw NE
STANDARD
PIPE
CASING
DETAIL
.FI. me
NOTES:
1 CONTRACTOR TC PROVIDE TRAFFIC CONTROL PLAN To Cn( OF FORT COLLINS
ENGINEERING DEPARTMENT PRIOR TO COMMENCEMENT OF CONSTRUCTION.
DURING CONSTRUCTION OF THE CREST ROAD CROSSING
THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL SIGNACE
TO ALLOW ONE LANE OF CREST ROAD i0 BE OPEN
AT ALL IMES.
2. ALL EXISTING TREES IN THE R,OW. WAS FENCING TO BE REMOVED AND
REPLACED AS REWIRED
5 AUL URSnNG IRRE TEN LIMITS AND SPRINKLER HEADS To BE
REMOVED AMID RELOCATED AS REQUIRED AS SHOWN ON PLAN
OR AT THE DIRECTION UP EDT PROPERTY OWNER (JOE FUJCH>AO).
A. TREES N CONELCT WITH CONSTRUCTION ON PRIVATE PROPERTY
AT FAST END OF CULVERTS TO BE REMOVED AND RELOCATED AT
THE DIRECTION OF THE PROPERTY OWNER at BOUCHARD).
S LIMTS OF DISTURBANCE TO WETUNOS AND PRIVATE PROPERTY
SNLLL NOT EXTEND PAST DELINEATION SHOWN ON THIS PLAN
am
Ta_6,.
b=4"
21 c=2"
6, OISNRBED AREAS TO BE SODDED/SEEDED MMENATELY
FgLOMNG CONSTRUCTION PER Cltt OF FORT COLLINS
STANDARD SPECIFICATIONS.
I. CONTRACTION TO VERIFY FUNDING UTILITIES (HORIZONTALLY A,
VFRIXTELY) AT TIME OF CONSTRICTION.
B. EXISTING GAS ONE TO BE POTWLED A MINIMUM OF 15 DAYS
PRIOR TO CONSTRUCTION TO DETERMINE LOWERNG REOINREMENn
9. CONTRACTOR i0 COORDINATES WED.WDS MOUGAMN AS SHOWN WITH
CFO OF FORT COLONS DEPARTMENT OF NATURAL RESOURCES
PROR TO CONSTRUCTION
I0. EXISTING CURB BE G TITER TO BE REMOVED TO JOINT LINES.
IXISING ASPHALT i0 BE $ MV TO MWMIM OF 5CLFM Of AREA
TO BE DISTURBED. ASPHALT REPLACEMENT TO SE FUEL DEPTH AND N
CONfgtWNCE WITH APPROVED PAVEMENT DESIGN FORT CREST READ.
II, COMIRACIOR TO COPidNATE CONSTRIK110N WTM LIGHT k POWER
It PSCO AT LEAST AS HOURS PROR TO CWSINUCTRAN
ONlIp{ W/
tiva® IRua wmuuee SILT FENM NBTALLATgN
(IMAGE CAMINO a BETxwc BOB
WIMA mm a°w •, -v
nem FALL
°�` .,� •I MAMA,..,. � •MAMA+
(REINFORCEMENT NOT SHOWN)
WI
�T
�FVOT
v°
/ R A
low
M,
t�T
N
EWS
GENERAL
1. OTHER SI vULL O 6 THIN Ew .l -O ON
T�
9LOF
DN
N
.'=vra
T
SL C MERT
2. TO^ C U CVEO
CN yOEWALN. SEE O�
]
I
O
_
1 EXPOSED STEEL SHALE BE GALVANIZED IN
ACCORDANCE ART AAESBATO U
TS ME cT TO
TOP ULAN ARE RASE
5. 0.FAWIRLEMEHTIN WAULLS AND SASE SHALL
BE ) FROA ME SIDE EIRC¢D TO EARTH.
EINCRC T IN TOP SLABB SEOUL DE
/2 GFY _MAMA. .
TRASH FACE GI
"^ 1 OCTAL ON
WET
7 .A.. E SPIRIT)w. 2 Of
DX-MUJ
/ h
I
I
1 , EXISIM6 ,-Ia ¢l5' MxE
EXISTWG Cp1CNERE WARN FLOWIINE
SOEYN% CAUSE `^
cGEREcr To EXISTING ITS BE WEBWA'm Ain T
RFNMFD SEE EETy k
`Wr .Vc. SECTION D-y OR SH 0- 'MirGIIL CLEANEEC! . OY�
/ 50b 53 W. 2 M $) .tX AGO LE. EACH
WIN A.
ERISnNL AL vy INS. OUT- SOAR 62
AT�� vX� EXETMG DENT TO RE
L MIAT.FND FIpWIIE �1 Q AND REAV.ED RER,•GtD
MAMA m MIN X' AIWOSED 12.15 If A ]ON PrC
MAMA CONE: soEWA1X NLYiRD (aaxorr AT 1MWAs Wait roTRE WOE
- q IT J' i RoRKCTII OM cTO EHGEEfi OR OWL W AT RAMp� MOO
_. P C. UNDER READ (1 I 1 ` 5040-y� t E W sPRIN LER HFIO TO BE No M D
�V I °j Is. r LDESTRS CONCRETE sTRKTVRE
-UTVJ I I • fE414 CAP AM aSWKe
•' - D DI (SEE DELML) ,• �"
FRIEND FRED CONCRETE
F+s BOUNDARY sii )M"Elms IEAd DO I
A,Kra A w PHaP. REASH RACE •. �,. r __I _ MAMA � .
ACWO6(SEE CfTM) • ,�j// MAMA -
- BRs. 2 Nl UNCF c
F J
SET0 wsnRYNC AfMBK
SET E DING A — BE
9 __ _ -- M
FOLLOW EARN
Of MTLRB']ICE. TER) MAMA _
`...t _ DNA TUFT M Rv AW I nr.1 A �° A BY"k. _ wea�aVCe
SEE 9i1 AXI 2 w 2'F p FX srN0 1r
SEQCM B-B MAMA TEE PE R&ON
EXISTING 11flLW45
MAMA 1191pCRY�
WETLANDS MITIGATION
I. NETEARos TC wNAcc
I mw .+r-�uroaleN�uc
'. �wranmcrEXuvnnaN"EAT it FAM,
6' e
'¢ y CFNTGLWIE CF CREST
i An
2 2' 2722'
Elms'
50' F.E.S. _ 9. z]' IA
n` `re+ AIGY REMFWCFMFM. LlTK M6 SI<ET)
CONOIlTE ODEWALK CULVISARIT
FCR VEPTIM L CIJI CKETTER AND SDEWALK
NTc o-= Our,
WIN, NO
- v
PMA
WAR urt4 PoINV '.
i
ME at MWIN
ALWAAL ,&DRAFN O
av! ■ ®D!q Ar qp- RCP BPEU' IzL BE
BEDDM DETAIL FEE 91 NINIMPKID IF BOOM BABBITT RIPRAP PLACEMENT DETAIL
NN NLz Nr.s No. ReNsions By Date
NORTHERN ENGINEERING SERVICES PFoject:951
420 SOUTH HOWES SUITE 202. Ff. COLLIKS, COIbRADO 80521 SSO-
CALE. 1ESIGNER : DM
OF L (970) 221-4158 It DRAFTSMAN: CADI
=H
X
EXIT
4 w ' ENSING XM,ER
M P
i NOAT1.1 ORAPHO 9CA&E
bi z0 20 w AT F.HI
1 1 SCALE f_M•
MAMA � �1 II I 1
1 IfJY
60.0
L.F,
46"
R.C.P.
CL III
0
0.62%
SECTION A —A
(EBT
NOT FOR SECTION FLI ME SNER NO, 2 OF 2
LEGAEM
EXISNK STORY SEWER
TWO CBEU 9A4116]l0l
LARIMER COUNTY g-=-== EXISTING STORM DRAINAGE INLET
UTILITY PLAN APPROVAL Mrsoconeop PROPOSED STORM DRAINAGE INLET
APINORETI: FORT COONS - LDVELAND WATER DISTRICT
BAR SOUTH FORT DOWNS SANITATION DISTRICT
UTILITY PLAN APPROVAL
A4RO.En
PROPERTY OWNER WAR,,
TI ULITY PLAN APPROVAL NR: 4• MAMA •C
APPNXm.
wRwED:
ARR.ERT P.JM NR ,E y�W/
P^APRt30 {� IF
COVENTRY SUBDIVISION FILING NO. 1
W ---'=FINAL
4CREST ROAD CROSSING
Ml
N
IIIIR OF 6 FORT CCWM-LOYEIMD
WATER USTRICT MINTER MAIN AM
AT TIME OF CONs1MICLINE L� TAN. FRREDDDETTA
VERIFIGIN.W MWREU.
BEST EXISTING CONTOUR
v PROPOSED CONTOUR
��•�-� LIMITS OF DISTURBANCE
CITY OF FORT COLRNS, COLORADO
UTILITY PLAN APPROVAL
MPRNID' DIRECTOR ME vWNIteIRc BA
c'RECRED er
BARARA BOAns FAR
CHECKED BE. THE um MAJOR IIMY INR
uRCBTp WE
EVANS AND WLINATNN NR ,
Sheet
2