HomeMy WebLinkAboutDrainage Reports - 08/20/1992Final Approved Report
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FINAL DRAINAGE AND EROSION CONTROL REPORT
for
CHILPS GRILL & BAR AT THE SQUARE
(LOT 1, STRACHAN SUBDIVISION FOURTH FILING)
FT. COLLINS, COLORADO
PREPARED FOR:
BRINKER INTERNATIONAL
6820 LBJ FREEWAY
DALLAS ,TEXAS 75240
Shear Engineering Corporation
Project No: 1270-02-92
Date: July, 1992
4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334
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VICINITY MAP
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• PAGE 1
Chili's at the Square
Project No: 1270-02-92.
INTRODUCTION:
This report presents the pertinent data, methods, assumptions and calculations used in
analyzing and preparing the grading, drainage, and erosion control plans for Chili's Grill and
Bar at "the Square".
L GENERAL LOCATION AND DESCRIPTION:
A. Location:
1.) The 1.71 ac. site is located in the Southwest Quarter of Section 25, Township 7
North, Range 69 West of the sixth Principle Meridian in the City of Fort Collins,
Latimer County, State of Colorado. More specifically, it is located at the Northeast
corner of the intersection of Horsetooth Road and South College Ave. It is the final
remaining undeveloped pad site at the Southwest corner of "the Square" property.
"The Square" will be replatted as Strachan Fourth Filing.
B. Description of Property:
1.) The existing site consists of a maintained grassed area which is a defined building pad
site. The building pad site is bounded on the east and the north by paved parking
• which is common parking for all of "the Square".
2.) The proposed development of the site will include: a restaurant, additional sidewalk,
the necessary utility tie ins to existing utilities located on or near the site, landscaping,
and minor changes to the existing parking lot to facilitate the proposed restaurant
service area. The grading of the developed site will not change historic drainage
patterns and will not affect the existing drainage patterns of "the Square".
II. DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description:
1.) The site is contained within the Foothills Drainage Basin. Further major basin
description for the Foothills Drainage Basinmay be found in the Foothills Basin
(Basin G) Drainage Master Plan on file with the City of Fort Collins Storm
Drainage Utility.
B. Sub Basin Description:
1.) The site is located within a 172 acre watershed which has a point of concentration at
Horsetooth Road and the Northwest corner of Warren Lake where storm sewer
facilities convey runoff into Warren Lake (refer to Drainage report for Foothills
Square prepared by lames H. Stewart and Associates., 1977). This watershed, being a
part of Foothills Drainage Basin, is almost completely developed with a combination
of residential and commercial properties.
0
• PAGE
Chili's at the Square
Project No: 1270-02-92
B. Sub Basin Description (continued):
2.) The proposed Chili's ' site is on the Southwest corner of the overall Strachan
subdivision sub -basin as defined in earlier drainage reports. Runoff from the
immediate Chili's site flows in a Northeasterly direction across the existing parking
lot, thence due easterly in the drive immediately south of the main building of "the
Square" to the eastern end of "the Square" to J.F.K. Parkway. At this point the runoff
is intercepted by an inlet located in the parking lot, and directed to the Warren Lake
Reservoir (located Southeast of the property) via an existing storm sewer system
which directs stormwater easterly and southeasterly through the Strachan Subdivision
Third Filing property, under Horsetooth Road and to Warren Lake. The proposed
development was considered in the planning of "the Square" and detention
requirements were satisfied for the entire site via an agreement with Warren Lake
Reservoir (See Appendix Q.
M. DRAINAGE DESIGN CRITERIA:
A. Regulations:
1.) City of Fort Collins Storm Drainage Criteria and Erosion Control Criteria were
used.
• B. Development Criteria Reference and Constraints:
1.) Previous studies which were considered include:
a.) The Foothills Basin Drainage Master Plan study
b.) Drainage Report for the Foothills Square, Prepared by James H. Stewart &
Associates, August 1977
c.) Drainage Report for the Marriott At Fort Collins, prepared by Simons Li &
Associates, February, 1983
2.) The surrounding area is fully developed with curb, streets and parking lot area that
service "the Square". The existing grades are the primary grading constraint. All
grading and facility design must accommodate the existing grades. No modifications
to South College Avenue or East Horsetooth Road are proposed. There will be minor
modifications to the existing curb directly adjacent to the building pad site to
facilitate the service area on the east side of the building. Existing pavement grades
will be matched.
C. Hydrological Criteria:
1.) The Rational method (Q= CIA) was used to determine the pre -developed and post -
development peak flows for the 10 and 100 year storm events (commercial
requirements).
2.) Upstream flows were not considered. Assumptions made in previous reports were
• followed. The main assumption is that the man made barriers of South College
Avenue and Horsetooth Road would intercept and divert all flows from the upstream
areas around the project site (See Drainage Report for the Foothills Square, Prepared
by James H. Stewart & Associates, August 1977).
• PAGE
Chili's at the Square
Project No: 1270-02-92
C. Hydrological Criteria (continued):
3.) On -site detention was not considered as an agreement exists whereby the Warren
Lake Reservoir Company would accept any increase in runoff due to the development
of the Strachan subdivision, which includes the proposed site for Chili's (See
Appendix Q.
D. Hydraulic Criteria:
1.) Grass lined swales will provide the main conveyance for storm runoff through the site
to the parking lot.
2.) Mannings equation for open channel flow was used in the design of the swales.
IV. DRAINAGE FACILITY DESIGN:
A. General Concept:
1.) The on -site drainage facilities are limited to the swales that carry water away from,
and around, the building. Sidewalk culverts will convey water under the sidewalks.
No off -site drainage facilities were considered.
• 2.) Erosion control will be provided. Details are included with the Utility Plans.
B. Specific Details:
1.) These swales are sized for the100 year storm. Concrete sidewalk culverts have been
placed under the sidewalks at points where the Swale intersects the sidewalk. These
culverts will carry the runoff under the sidewalk(s) and minimize any icing problems
in the winter. All roof drains are being placed so as to minimize the distance to the
swales or the parking lot and the outfalls are to be constructed so as to reduce erosion.
2.) Haybales will be placed in the swale flowlines in locations which comply with the
installation details for erosion control bales provided on the Utility Plans.
3.) Silt fencing will be placed on a majority of the northernmost and easternmost sides of
the project according to the silt fencing details provided on the Utility Plans.
V. CONCLUSIONS:
A. Compliance with Standards:
1.) All drainage calculations comply with the requirements of the City of Fort Collins
Storm Drainage Criteria Manual and City of Fort Collins policy except as noted.
2.) Detention will not be provided as typically required by City of Fort Collins policy. An
agreement was made between the Warren Lake Reservoir Company and the
• developer of "the Square" which considers all detention requirements for the entire
"Square" property. A copy of the agreement is included in Appendix "C" for
reference.
• PAGE 4
Chili's at the Square
Project No: 1270-02-92
A. Compliance with Standards (continued):
3.) All Erosion Control design complies with the City of Fort Collins Erosion Control
Manual.
B. Drainage Concept:
1.) As previously mentioned, the development of proposed Chili's site has been
considered in the drainage reports and detention calculations for the Strachan
subdivision (the Square Shopping Center) and the Marriott prepared by James H.
Stewart and Associates and Simons Li respectively. Both reports state that all
detention requirements were to be satisfied by an agreement between the developers
of "the Square' and the Warren Lake Reservoir company (See Appendix "C").
Therefore, no detention is proposed for the site. Calculations for the amount of runoff
to be expected from the existing and developed site are attached (Appendix A). Along
with this, the design calculations for the proposed swales on the north and south side
of the building as shown on the grading plan are attached.
VI. REFERENCES:
1.) Fort Collins Storm Drainage Design Criteria Manual
• 2.) Drainage Report for the Foothills Square, Prepared by James H. Stewart & Associates,
August 1977
3.) Drainage Report for the Marion At Fort Collins, prepared by Simons Li & Associates,
February, 1983
4.) Letter from Brian W. Shear to City of Fort Collins Storm Water Utility re. Chili's at the
Square, June 1 , 1992
S.) Foothills Basin ( Basin G) Drainage Master Plan additional
0
APPENDIX A
Drainage Calculations
Supporting drainage Figures and Tables
0
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• Project No: 1270-02-92
Chiii's at the Square
Strachan Subdivision Fourth Filing
---Swale -#1 (north -swale)-Depth / Flow relationship
CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRIANGULAR
CHANNEL LINING: GRASS
Da
(ft)
Db
(ft)
Dc
(ft)
Sc
- M
n
_
W
(ft)
I
(ft)
2.50
2.50
0.50
4.00
0.060
0.00
0.02
0.2
= LEFT BANK
SLOPE
0.2
= RIGHT BANK
SLOPE
DEPTH
WIDTH
AREA
PERIM
R 2//3 Sc
1/2
g
v
-(s_f_)
--(ft)-
-(s_f_)
--(ft)
-
(A/P)
-------
(cOs)
(ft/sec
0.485
4.85
1.18
4.95
-------
0.38
0.20
-------
2.24
------�
1.90
0.47
0.46
4.70
4.55
1.10
1.04
4.79
4.64
0.38
0.37
0.20
2.06
1.86
0.44
4.40
0.97
4.49
0.36
0.20
0.20
1.89
1.72
1.82
1.78
0.41
4.10
0.84
4.18
0.34
0.20
1.43
1.70
• 0.38
3.80
0.72
3.88
0.33
0.20
0.36
3.65
0.67
3.72
0.32
0.20
1.17
1.05
1.62
1.57
0.35
0.33
3.50
3.35
0.61
0.56
3.57
3.42
0.31
0.30
020
0..20
0.94
0.83
1.53
0.32
0.30
3.20
3.05
0.51
0.47
3.26
3.11
0.29
0.28
0.20
0.20
0.74
1.49
1.44
0.27
2.75
0.38
2.80
0.26
0.65
0 49
1.40
0.24
2.45 60
0.30
2.50
0.24
0.20
0.0
1.30
30
0.23
0.20
0.36
1.21
0.21
2.15
2.19
0.22
0.20
0.26
1.11
0.18
1.85
0.177
1.89
0.20
0.20
0.17
1.00
E
SWALE # 1
•
T=s n'
SECTION C-C
SCALE: 1/2"= I'
•
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Pro ect No: 1270-02-92
Chiii's at the Square
Strachan Subdivision Fourth Filing
Swale #2 (south swale) Depth / Flow Relationship
'CAPACITY OF TRIANGULAR OR TRAPEZOIDAL CHANNEL
CHANNEL CONFIGURATION: TRIANGULAR
CHANNEL LINING: GRASS
Da
b
Dc
Sc(ft)
n
I
(Dt)
(ft)
_ M
(ft)
4.00
4.00
1.00
0.84
0.060
0.00
0.05
0.25 =
LEFT BANK
SLOPE
0.25 =
RIGHT BANK
SLOPE
DEPTH
(s.f.)
WIDTH
AREA
PERIM
R 2/3
Sc 1/2
V
(ft)
-------
-(s_f.)
--
(ft)
-------
(A/P)-------
-------
(c?s)
(ft/sec)
1.00
8.00
4.00
8.25
0.62
0.09
-------
5.61
-------
1.40
0.95
7.60
3.61
7.83
0.60
0.09
4.89
1.35
0.90
7.20
3.24
7.42
0.58
0.09
4.23
1.31
0.85
6.80
2.89
7.01
0.55
0.09
3.63
1.26
0.80
6.40
2.56
6.60
0.53
0.09
3.09
1.21
0.75
0.70
6.00
5.60
2.25
1.96
6.18
5.77
0.51
0.49
0.09
0.09
2.60
2.17
1.16
1.10
0.65
0.60
5.20
4.80
1.69
1.44
5.36
4.95
0.46
0.44
0.09
0.09
1.78
1.44
1.05
1.00
0.55
4.40
1.21
4.54
0.41
0.09
1.14
0.94
0.50
4.00
1.00
4.12
0.39
0.09
0.88
0.88
0.45
3.60
0.81
3.71
0.36
0.09
0.67
0.82
0.40
3.20
0.64
3.30
0.34
0.09
0.49
0.76
0.35
0.30
2.80
2.40
0.49
0.36
2.89.
2.47
0.31
0.28
0.09
0.09
0.34
0.23
0.70
0.63
0.25
0.20
2.00
1.60
0.25
0.16
2.06
1.65
0.24
0.21
0.09
0.09
0.14
0.08
0.56
0.48
0.15
1.20
0.09
1.24
0.17
0.09
0.04
0.40
0.10
0.80
0.04
0.82
0.13
0.09
0.01
0.30
0.05
0.40
0.01
0.41
0.08
0.09
0.00
0.19
0.00
0.00
0.00
0.00
0.00
0.09
0.00
0.00
-0.05
-0.40
0.01
0.41
0.08
0.09
0.00
0.19
SWALE #2
•
T=8.0'
I/2T=4.0' 1/2T=4.0'
n=0.06(6RASS)
SLOPE= 0.84%
010=0.6cfs DIO=0.45'
0100=1.2cts D100=0.60' SECTION D-D
SCALE; C=2'
•
0
No Text
LOVELAND I FIGURE 602 I
STORM DRAINAGE CRITERIA MANUAL
•
7
•
TRAVEL TIME VELOCITY FOR RATIONAL METHOD
50
30
t- 20
z
w
0
cc
tit
90L 10
z
W
a
0 5
y
w
cc 3
0
U 2
r
W
H
Q
i
1
A
MINE
1 FAFA����•
011
Milli
milli
milli
�������■■�
Nw •MM!lAMWANwffm
II�i
-f-_M■-.■YA■_AWAM
__MEM■■-
�,�II
■■II
■I.�■/III
�®���■■■■�
�I
III
■�'I
�%��I-��B��■■■■��
.2 .3 ,5 1• 2 3 5 10 20
VELOCITY IN FEET PER SECOND
I WRC. EN& IREFERENCE: 'Urban Hydrology. For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
Table 7-3
PERMISSIBLE VELOCITIES FOR CHANNELS LINED WITH VEGETATION
. (USDA, SCS-TP-61, 1954)
These values apply to average uniform standards of each type of cover.
Permissible Velocity(')
7.3
Slope ranger"
Erosion resistant soils
Easily eroded soils
Grass Cover
(Percent)
(Flpersec)
(Ftpersec)
Buffalograss
Kentucky bluegrass
0-5
7
5
Smooth brome ...............................
5-10
6
4
Blue grama
over-10
5
3
Native grass mix
Grass mixture .........
(2)0-5
5-10
(')Use velocities exceeding, 5 feet per second only where good covers and proper maintenance can be obtained.
IZIDo not use on slopes steeper than 10 percent except for side slopes in a combination channel.
A water surface profile shall be computed for all channels and shall be shown in the drainage report.
The hydraulic computations shall be complete, detailing all hydraulic parameters located along the
channel reach.
The minimum roughness coefficients to be used for unlined channels are as follows:
Table 7-4
MINIMUM ROUGHNESS COEFFICIENTS FOR UNLINED CHANNELS
Type of Channel Coefficient
Earthen, straight and uniform, no brush or debris
a. Grasses
(1) Depth of flow <2.0 ft.....................
(2) Depth of flow >2.0 It .....................
b. Earth bottom with riprap on sides .......
Irrigation Ditches
................ 0.060
................ 0.035
................ 0.040
Irrigation ditches shall not be used as outfall points for initial or major drainage systems unless such
use is shown to be without unreasonable hazard or excessive future maintenance costs substantiated
by thorough hydraulic engineering analysis. Neither the concept of the irrigation ditches' acceptance
of "historical runoff" or the approval by the particular ditch company or authority of a drainage outfall
point into the irrigation system shall be considered sufficient justification to waive the requirement of a
thorough hydraulic analysis.
Required ditch flows shall be determined by existing water rights below the design points and
documentation of the water rights flowing across and below the property shall be submitted with the
hydraulic analysis for approval.
Such hydraulic analyses must obtain written acceptance by both the City Engineer and the appropriate
ditch authority prior to the approval of utility plans incorporating an irrigation ditch into the storm drain-
age system.
Any information that is part of the permanent records in the City Engineer's office pertaining to previous
analysis or studies of the irrigation ditches may be obtained upon request by any interested party.
MAY 1984 7-3 DESIGN CRITERIA
APPENDIX B
Erosion Control Report and Calculations
0
MOM_•\ •\_L•_
Description:
The site is the remaining undeveloped building pad at the commercial site known as "the
Square'. This site was included in the original Strachan Subdivision and development
plan as a commercial property.
The existing site consists of said building pad (approximately 0.60 acres) which is
currently covered with native maintained vegetation, and a paved parking area to the
North and East of the building pad.
The proposed development of the site includes: a restaurant, additional sidewalk, the
necessary utility tie-ins to existing utilities located on or near the site, landscaping, and
minor changes to the existing parking lot. The grading of the developed site will not
change the existing flow patterns of the property. The site is located in a moderate
erosion zone (see Fort Collins map attached).
The building pad is divided into 2 sub-basions from which runoff / sediment flows in a
Northeasterly direction, eventually reaching a low point at the Northeast corner of the
building site. Flows continue easterly to the east end of "the Square" site.
Erosion Control Measures:
Erosion control measures will be erected in order to minimize the loss of sediment from
• the site during the period of construction. These measures are outlined on the Erosion
Control Plan and consist of the following:
1.) Silt fence to be constructed around the downstream side of the work site.
2.) Hay bale barriers to be placed in the swales on the northern and southern sides of
the building.
3.) Topsoil stockpile to be temporarily seeded and hayed for the period of construction
until it is needed for final grading and placement of sod.
4.) Parking lot to be cleaned on a regular basis.
5.) Sod to be placed after completion of the sidewalks and the frame of the building.
6.) Existing vegetation outside of the limit of disturbance will remain undisturbed until
the building frame and roof are completed and the concrete sidewalks are in. At this
time the existing vegetation will be replaced with sod or landscaping as shown on
the Landscaping Plan.
Conclusions:
1.) Wind erosion was not considered since the actual disturbed area is less than 1.0 acre.
2.) Based on the attached erosion control calculations for performance standards and
effectiveness, the erosion control measures as presented on the erosion control plan
• for Chili's at the Square comply with the requirements and standards of the City of
Fort Collins. The scheduling of the project calls for the construction to be completed
in a 2-3 month period.
• Conclusions (continued):
3.) Based on an estimated cost for reseeding the entire site, which was provided by the
City of Fort Collins Storm Drainage Utility, a security deposit requirement of
$1,688.65 was determined. This amount has been deposited with the City of Fort
Collins Storm Drainage Utility. Security deposits for Erosion Control is discussed in
Section 2 of the Erosion Control Reference Manual for construction sites.
References:
1) Fort Collins Storm Drainage and Soil Erosion Design Criteria.
•
0
;• - .o-.. . } A .. 11 �`, � '� r,y
\., . .. el . c..w t `S r^•" e..�-..�. ,'. i �•.. 1 Icy., 1
a.�.�. u .I -- ..,r.. • r�
�,.., ! i I r i .. l" l r •.,, 4 e � c. �.
I `• I j t� � 4a I .� I
I`+I � . + -µ� � fig � i ,.•,,� ,� : ,' 1 n .. • �{
i J1 ', � , .C. } �•,. ice. `�` � —' � ' ..
I I ,�.�-i.° .♦�wi"�-:�;r�`! � I I 11\I IW-�/ �i � `.` �.�� ' ram' ''r.
r',..
•.r.tt
EFFECTIVENESS CALCULATIONS
• PROJECT:2-
r1L STANDARD FORM B
COMPLETED BY: _ M66r5,0EN2 DATE: -Iq S2
°y Erosion Control
C-Factor P-Factor
Method
La
value Value Comment
I,U 0,70 �T SU 1lS JIV\
x , .
x -. S .``n'
L 0 U, S f3 oil sdh ,. `h a0z i °f
lFeNc�
r,ss4 1. L6°�
ca
Ud„ - E. b.. sod)
U.2'7 I UU (1ntA s+wh Arc
x x SU90
X o
.A Os.np1.1,
0•U1 LGO
co�c4°,f001 0,95 N rd
.T
,00
1,00 =A„I�
MAJOR PS SUB AREA
a, RY s1 Trr. ,,1,i or,n c°NS
BASIN (�) BASIN (Ac)
CALCULATIONS
I
.'
�,.re. �lloUrvU1 = 0,56(,,3-1) = . G ,3S • i G.GQ',e
9,aA = 509o,(•31) c -
C,,,— C6.14gx I,UL) ♦ (, 1$Sx U,01) +(O, Uqx 0,2�)a(0,4SX.JJI)
0.37 =
0.6 ,c 0.3Z
EFF=4-cxr)x100cL—`93x,3k)]k100
_ $2•g �'ai o,3q
Es+�6�,z�e,\ y�..//ss. �o.b)�o.1) = O,U6 ne
YS Nr�,r°`d,N1� 0,3q-10,1'116,06)
G.m) +
w
0.39
o.3q = G,38�I
•
—
0,11 J �19 , 56 > 82,`6 0k
J P,J,
MARCH 1991 8 15
DESIGN CRITERIA
•
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: 127U -0%-9Z STANDARD FORM A
COMPLETED BY: DATE:
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
(ac)
(ft)
(feet)
($)
M
I R
ffioaera��
0,3-7
2S3
JTu%0
-1.-13
rm0�)er�}�
p,34
39S
3,3%
(ux.3,5%u�
iS2, sti
56 13,�z,cls
MARCH 1991
B•14 DESIGN CRITERIA
CONSTRUCTION SEQUENCE
PROJECT: CHILI'S (1270-02-92)
• SEQUENCE FOR 19 92-93 ONLY COMPLETED BY: MEO/SHEAR ENG.
STANDARD FORM C
DATE: 8/27/92
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR 92 93
MONTH I S 1 O 1 N I D I'J I F( M I A I M I J I J I A
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods .
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
• Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
•
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mate/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON'
MARCH 1991 8.16 DESIGN CRITERIA
APPENDIX C
• Agreement regarding detention requirements for "the Square"
0
RCPTN 9 85034305
07/16/85
11:21.45 1
OF PAGES - 4
FEE - '=2.)11
$.00
J. ULVANG, RECORDER
- LARIMER
COUNTY, CO.
DOC. FEE-
•
A G R E E M E N T '
THIS AGREEMENT made and entered into this ;S day of January,
1?7:, by and between
HCI, I!:C.,
a Colorado corporation,
6
'hereinafter designated as the "applicant", and
THE WARREN LAKE RESERVOIR COMPANY,
a Colorado mutual irrigation corporation,
hereinafter designated as "reservoir company".
PROJECT:
Construction of a shopping center development located east
of College Avenue and south of East Monroe Drive and north of
Hcrsetooth Road, in the City of Fort Collins, County of Larimer,
State of Colorado.
•
- WITNESSETH:
I
WHEREAS, reservoir company is the owner of a reservoir
known as Warren Lake, and such, company is presently being required
b': the office of the State Engineer of the State of Colorado to
a%a'certain changes and improvements, including but not limited
_c the erection of a spillway, to comply with State law and the
r_c,-Iations of the office of the State Engineer; and
W-EREAS, the shopping center being developed by applicant
will increase the volume of: flow of water within a given period
of time into this reservoir, thereby requiring additional expenses
tc the reservoir in meeting the requirements of the State Engineer's
Off:ce; and
WFHEPZAS, the parties hereto deem it mutually advantageous
_c`.ave applicant assist reservoir company in the expense of the
above referred to improvements rather than the erection of detention
cr retention ponds for the orderly discharge of waters from such
•
development.
NOW, THER.E?ORJ, in consideration of the premises and the
. �i/ CL ...
n�
•
--t_a! benefit to the parties herein, it is agreed as follo•.,s:-
1. Reservoir company shall accept the quantity and volt:-e
of water to be discharged from the shopping center area and the
:an:!s to the east thereof, presently owned by ELMER L. BRUNE and
J. BRUNE, (the lands of applicant and the Brunes involve::
n _rn consisting of twenty-five (25) acres, more or less), develciec!
__ to be developed by applicant and others, through natural channels
no- existing without intervention of detention or retention
ponds or
other retardent procedures.
2: Applicant agrees to pay to reservoir company not less
than Six Thousand and No/100 ($6,000.00) Dollars nor more than
:1.•elve Thousand One Hundred Fifty and No/100 ($12,150.00) Dollars
upon the following terms and conditions:
(a) Applicant shall pay the sum of Four Thousand and No/100
($4,000.00) Dollars to reservoir company at the time of the execution
of this agreement and a minimum of Two Thousand and No/100 ($2,000.0o)
Dollars more after the' cost of the spillway contemplated above is
•
determined by reservoir company. The basis Of payment to reservoir
' company by applicant shall be 8.11 of the total cost of said spillway
tc reservoir company up to a total spillway cost of One Hundred
Fifty
T.`. c•_sznd and No/100 ($150,000.00) Dollars, with a minimum
pay-.e..: c_
sox Thousand and No/100 ($6,000.00) Dollars. Applicant's total cash
obligation shall not exceed Twelve Thousand One Hundred Fifty and
`:c/'-00 ($12,150.00) Dollars.
J. It is understood and agreed that there is a possibility
_n the future of governmental bodies, either City, County, State or
Federal, imposing quality controls on water discharge; and it is
spec!`ically understood and agreed that this agreement
does not
re: -:eve either party hereto nor determine the responsibility for
water Cuallty now or in the future. Reservoir company does not
ass,_-.e'ary obligations for the quality of water being
accepted
-rider the terms of this agreement and reserves the right
to pass'
or to applicant, its successors or assigns, any water quality
•
_:andards which may later be _-..posed upon the water be!^- -
r.-
.. �'j � �./•��yr�i��FA4 �...
h .
7
• THIS AGREEMENT shall extend to and be binding upon the
successors and assigns of the respective parties hereto.
IN WITNESS WHEREOF, the parties hereto have caused this
aereement to be. signed the day and year first hereinabove written.
(SEAL)
ATTEST:
T 1. Secretary
(SEAL)
ATTEST:
wjIllam C. tovet, Secretary
HCI, INC.,
a Col ono corporatio
Eugen r 6. Mitchell, PresiCent
THE WARREDI LAKE RESERVOIR COMPANY,
a ColorpAo mutual irrigation corporat
By
Glen A. J011KS011, Presi e7cennt
STATE OF COLORADO )
) ss.
County of Larimer )
The above and foregoing instrument was. acknowledged before
• c.e this 45ti'day of January, 1978, by EUGENE E. MITCHELL, as Presided,
and attestec to by JACK A. SHIREY , as ' Secretary " ' , of HCI, 1,N
a Colorado corporation.
Witness my hand and official seal.
My Commission Expires: 'August' 5; 1979.
(SS A.L) d
Notary Public
STATE OF COLORADO )
) ss.
County of Larimer )
The above and foregoing instrument was acknowledged before
me this .'."/"day of January, 1978, by GLEN A.'JOHNSON,. as President,
and attester to by WI LLIAM C. STOVER, as Secretary, of THE WARREN
LAKE 'RESERVOIR COMPANY, a Colorado mutual irrigation corporation.
Witness my hand and official seal.
My Commission Expires • 14y Commission Expires September 28, 1980
Notary Public
•
WGA:,
•
25, 1978 Agreement: A P.dr���t--1..,_
Pa�celfor January F
Strachin,Subdi-vision,,_Second Filingort Collins, Larimer,_
on the North line
t+'
County, Colorado which begins at a point
N 89° 45' 3D" E 111.80
of East'Horsetooth Road which .bears
15" W 31.62 feet and again 'N 45°
0feet•st aggain N 00° 27'
fee
feet from the Southwest corner of Section
Tan W 26.14
34'25, Township 7 Narth, Range 69 West of the 6th P.N. and
thence N 00° 24'
run thence H 45'.34' 15" W '14.78 feet;
S 89° 02' E 749.75 feet to a
.`j:
45" W 518.67.feet; thence
line of said Lot 1; thence along the
point on.the East
said East line along the arc of a 554.77 foot radius curve
long chard of. .
to the left a distance of 123.04,feet, the
"28" E 122.78•feet and again S 23'.
which bears S 160 44
05' 40" E 114.42'feet and again along the arc of a 400.00
feet, eet
of 159.54 f,
foot radius curve to the right a distance
S 11° 40' 05" E 158.49 feet
ktt-
'
the long chord of which bears
5.00' 14'• 30" E 140.83 feet; thence along the
'•'':
and again
of a 15.00 foot radius curve to the right a distance of
S 44° 45' 30" W
arc
23.56 feet; the long chord of which bears
30" W 811.90 feet to the point
21.21'feet. thence S 89°.45'
AND ALSO a part of Lot 3,Strachan Subdivision,
'
of beginning
Third Filing, Fort COTlins Larimer ounty,Co ora o w is
2, Strachan Subdivision,
♦ 3
eglns.a a outhwest corner of Lot
N 85° 19' E 58.78 feet; thence
r"
Third'Filing and run thence
E 192.00 feet; thence N 440 45' 30" E 312.00
y g9° 45' 3o"
S 89' 21' 50" E 203.60 feat; thence N 89'
feet; thence
45' 30" E •153.64 feet; thence S 45' 14' 30" E 215..feet;
00' E
thence 11 89' 45' 30" E 83.00 feet; thence 5
of radius
arc of a 298.80 foot radius
233.05 feet; thence along the
distance of 198.17 feet, the long chord
curvg'to the right a
18° 45' 30" W 194.56 feet;.thence along .
• 1 '
of which bears'S
376.80 foot radius curve to the left•a distance
of AS' 30" W
the are .a
of 249.90 feet, the long chord of which bears 5 180
a 15.00 foot radius
4:
245.35 feet; thence along the arc of
curve to the right a distance of 23.56 feet, the long chord_. _
of whichs S 0 45' ah15�00Sfoot radius
along2thelarcxof
23.56 feet, the long chord I
curve to the right a distance of
45' 14' 30".H 21.21 feet; thence tl 00' 14' 30" W
of which bears N
14033 feet; thence along the arc of a 348.61 foot radius
139.05 feet, the long chord
curve to the left a distance of 1 W
thence
whIcfeet rthence°alongOtheWarc8of3af488.77foot radius0curve
of which
;'of
distancd*ofbeginning. containingeors
lto the point
gov`heSy�9hen"a15r.,24feet
fq'vl r� %4 M!/MS I/iIt M1M rt'/..
M
•
j n
S/L
REVISIONS
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IRLOSION COMICAL MEASUREEI
r.
Wfvucny iliWl b:irovllrtl brand rb= clime length
aof ilk, "in me ei Au r � nF andag=uv ad tic cost -racy curb and inalcr mrnW iaaely
cent f hea 1 he
JI. I b W
p 1 asidewalk fa budding
ba d
S.
V Jnl J 4 ! J 0i War Otto
' v' iit a n m g b end , re
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rtynv
at he end nda e - -p , uM
1 III I At Ilened OR J &Lly un
15
All a g.r m
r r y fn.en am afore
car t curt wn
uas s
t
findsoobeym Calla Herb Ind a d r ng irs
■.,'�'tl'I1I1
ALL sorkrudi (r an, off of Lark H l, FundL
END Date argark to be da DO cube Dwar or tre advidern i WO,armdirsor
Jr bill B
.—
—�9
JinpoWl udeblui, L. W 1 OAl11Y Wround cdli IN fn rbeprot ad odrestat
'
SCNO 1'=IY
rl DOb undrel ner III Visual;a a plancriDdIt nuked,
10
Red whNI d Ron, ",piaN, ,k Red take far ch. Dealing
1
11.
Eaining sq'i ,It&or be Alml of J1111di Wll mand. cndLAIrk anril
use baild'nr Ak ii,i Ii an co,pMed ad the e,n,k si,ki am ItNor
arc ahrunm5 rcgutim will be replxed an m1 Or l'nuil ing as I., Art
JU LnMpiry Hung
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-- '- --_-
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MAIN ENTRANCE TO
I THE SQUARE a
EAST HORSETOOTH ROAD
Ork °A°'r°' SHEAR ENGINEERING CORPORATION
CNn+M B WS CHMITS, INC. MSY SO. COLLEGE AVE. SUITE 12, FORT COWNS, COLORADO W525
ESOSI H PROTECTION PLAN
,HILT S GRILL & BAR
FORT OLLINS, COLORADO
CIO a FORT COLLINS. COLORADO N
UTILITY PLAN APPROVAL
1NROVED
�l
e a o+a»<..aw rand
a[cKm cur
HIM
n
Ilk I I,,, aml. �.
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PROJECT
NO. NO.
r
\
l27o—w—B2 6.
7
N
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W
O
D
oll
Del
MHN2
0
15 S/L
LEGEND
MAJOR BASIN BOUNDARY
MINOR BASIN BOUNDARY
I BASIN DESIGNATION
OCONCENTRATION POINT
ROOF DRAIN
1
I 1
1
II
I I
I 1
I 1
I I I I Y I
I I I I r n
I I I II II
II
I I r u
u� p
I I I
� I I
y
F.ic 1\\. I
Q. 5.9 f.
"
Q. 119,E 103 d.
I
i
1
.I
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1
S« k D as T A
A
p A
1
1
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