HomeMy WebLinkAboutDrainage Reports - 12/03/1997h�i7F ic�EI�JLY� via. '�� ,., Final Apnm rnfFj p
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FINAL DRAINAGE REPORT
FOR
Miramont Self Storage
t FORT COLLINS, COLORADO
gr
NOV 1 o 1997
PREPARED FOR: i
SecurCare Self Storage, Inc.
6551 South Revere Parkway, Suite 225
Englewood, Colorado 80111
(303) 792-9952
PREPARED BY:
JOHN H. KING 111
DEVELOPMENT CONSULTANT
6551 South Revere Parkway, Suite 225
Englewood, Colorado 80111
(303) 792-9952 Phone
FAX (303) 792-2166
April 22, 1997
Revised June 22, 1997
Revised September 11, 1997
Revised November 1, 1997
1. GENERAL LOCATION AND DESCRIPTION
This report accompanies an application for a Final P.U.D. and Final Plat for the subject
property. The P.U.D. is a two lot subdivision containing a self storage facility wrapped
around an office building. The property is located just south of Harmony Road at the
intersection of Boardwalk Drive and Oakridge Drive in Fort Collins. It is situated in the
northeast quarter of Section 1, Township 6 North, Range 69 West of the 6th Principal
Meridian.
This property is a 5.3 acre parcel of unplatted land. It is bound on the north by unplatted
land and Front Range Baptist Church Subdivision, on the east by Boardwalk Drive and
Oakhills Apartments P.U.D., on the south by Upper Meadow at Miramont P.U.D. First Filing
and on the west by Fairway Estates Third Filing. This property is being platted into two lots.
The office parcel (Lot 2) is located on roughly 0.6 acre of land in the northeast corner of the
property. The remaining "L" shaped 4.7 acre parcel (Lot 1) contains the self storage facility.
This property is located within the Oak / Cottonwood Farm O.D.P. and the Oak /
Cottonwood Farm - McClellands Basin Overall Drainage Study.
11. HISTORIC DRAINAGE
This property is currently vacant land with vegetation consisting mostly of native grasses
and weeds. There is an existing landscaped berm along the south property line. The
property generally drains in a north - south direction at an average slope of around 3
percent. The property lies outside the 100-year flood plain. A small amount of off -site runoff
from an undeveloped area to the north affects the site.
Currently, adjacent downstream drainage facilities consist only of existing 6" curb and gutter
in Boardwalk Drive.
The existing topography dictates three distinct historic drainage basins (1-11, H2, and 1-13).
Basin H1 is the bulk of the property and contains 4.68 acres. Drainage is from north to
south and is then the diverted onto Lot 2 by the existing berm along the south property line.
Eventually, runoff from H1 drains into Boardwalk. The 100-year peak runoff rate from this
basin is 6.08 cfs. Basin H2 (0.21 acres) drains in a southwesterly direction onto the existing
rear yards of the single family homes in Fairway Estates, 3rd Filing. The peak 100-year
runoff from basin H2 is 0.38 cfs. Basin H3 is a 0.38 acre basin which is the berm along the
southerly lot line. It drains to the south onto Upper Meadows at Miramont PUD with a
100-year peak runoff rate of 0.68 cfs.
III. DRAINAGE DESIGN CRITERIA
A. REGULATIONS
f
Criteria used in preparation of this report are from the City of Fort Collins Storm Drainage
Criteria and Construction Standards, dated May, 1984 (hereinafter called "Criteria").
There are no previous drainage reports other than the Overall Drainage Study for Oak
Cottonwood Farm - McClellands Basin (hereinafter, Master Study).
B. HYDROLOGICAL CRITERIA
The initial design storm is the 10-year event and the major storm is the 100-year event as
required by the Criteria. The Rational Method as outlined in the Criteria was used for runoff
calculations. On -site detention is required by both the Criteria and the Master Study. The
Master Study and an agreement between the owner of this property and the surrounding
properties have set the allowable runoff from this property at 0.5 cfs per acre during the
100-year storm and 0.12 cfs per acre during the 2-year storm. The FAA method, using the
above mentioned allowable runoff rates, was used to calculate the required volumes for the
detention pond.
IV. DRAINAGE FACILITY DESIGN
The proposed grading divides the development into one major basin and two minor basins.
They have been designated basins A through C. Basins A is the bulk of the property and
will drain into the detention pond. Basins B and C are small perimeter landscape strips
which are fill slopes required to create the on -site detention pond.
' Basin A (4.68 acres) is the bulk of the PUD. It contains both lots within the PUD. It contains
self storage buildings, an office building, driveways and landscaping. It will drain into the
detention pond by way of curb cuts and storm sewer sized for the 100-year storm. All roof
drainage will be directed in such a way as to ensure that it reaches the detention pond.
Basin B is a small (0.42 acre) landscaped strip along the southerly line of Lot 1. It is also a
fill slope required to create the detention pond. It will drain into the rear yards of the
adjacent single family lots in Upper Meadows at Miramont PUD 1st Filing with the exception
of a small area which will drain into Boardwalk. The area draining into the adjacent lots has
been designated B1 and the area draining onto Boardwalk, B2. The height of the berm
along the east side of the detention pond has been increased and the minute increase in
runoff will be directed to Lots 1, 2, 3 and 4 of Upper Meadows at Miramont PUD 1st Filing.
The extent of this increase is shown on a separate map in the Appendix.
Basin C is a small (0.17 acre) landscaped strip along the westerly line of the subdivision. It
is a fill slope that is required to create the detention pond. It will drain into an existing swale
along the property line and eventually into Fairway Estates, 3rd Filing. The peak 100-year
runoff of 0.31 cfs from basin C is less than the 0.38 cfs currently draining onto Fairway
Estates from the 0.21 acre basin H2. The historic nature of the runoff will not change since
the existing swale will be maintained.
ON -SITE DETENTION
Since the runoff from the proposed perimeter landscaped areas is equivalent to that from
the existing conditions, the allowable 100-year release of 0.5 cfs per acre and the allowable
2-year release of 0.12 cfs per acre will apply only to the area draining into the detention
pond excluding the off -site areas to the north (basins OS2 and OS3). Basins OS2 and OS3
as shown on the Offsite Drainage Map, will drain through the property until they are
developed. When they are developed, they will have their own detention ponds which will
discharge into the joint driveway along the north property line and eventually directly into
Broadway. This joint driveway is on the property to the north being developed as Miramont
Office Park and is in an easement. This driveway has been designed by Sear Brown Group
and is currently under review by the City. The Drainage Map for Miramont Office Park in
included in this report. Other than Lot 2 accessing this driveway in the easement provided
by the development to the north, it is not a part of this project.
The detention pond will have a 100-year volume of 37,000 cubic feet at an elevation of
4991.00. It will have a 2-year volume of 9730 cubic feet at an elevation of 4989.52.
Approximately one foot of freeboard has been provided as a safety factor. Based upon a
j drainage area contributing to the detention pond of 4.68 acres, The 100-year release rate
from the pond will be 2.34 cfs and the 2-year release rate will be 0.56 cfs. The 2-year pond
outlet is a 4" high by 2 7/8" high opening at the inlet of a concrete box. The 100-year outlet
is a 12" PVC pipe that is restricted by a 6.75" diameter opening in a metal plate at the outlet
of the concrete box. The 12" pipe will drain into the existing curb and gutter in Boardwalk
through a sidewalk culvert.
An emergency overflow spillway is provided, which is directed toward Boardwalk.
EROSION CONTROL
Erosion control design measures have been provided in this report for this project in
accordance with the Criteria. This design primarily consists of a silt fence to be placed along
the westerly and southerly lot lines, for rainfall and wind erosion control, and an
over -excavated detention pond. This will allow for silt created by runoff from a storm during
construction to be trapped instead of adversely affecting downstream properties. The
over -excavation required for the detention pond is 500 cubic yards. The detention pond
outlet will be protected by straw bales.
This property is in a moderate erodibility zone.
Construction of the site will begin immediately after approval. The entire site will be
developed at one time. The project will take approximately 4 to 6 months to complete.
(� Seeding and paving will be completed as soon as possible. In any event, the site will not be
uncovered for any more than 30 days. With the erosion control measures in place during
construction and immediate paving and landscaping, the effectiveness is 99.6% for basin A
and 99.2% for basins B and C. The Performance Standard is 78% for basin A, 84,9% for
basin B and 81.9% for basin C.
The erosion control measures are shown on the attached Drainage and Erosion Control
Map. The Performance Standards, Effectiveness Calculations and a cost estimate for the
erosion control measures are included in the Appendix of this report.
1
1
1
1
i
1
1
1
I�
V. CONCLUSIONS
This Final Drainage Report and the drainage system presented for this development has
been prepared in compliance with the Criteria and Master Study. This project will actually
reduce the peak 100-year runoff from the property that contributes to Boardwalk and is
therefore a benefit to the neighborhood and the downstream drainage system. Final
construction plans for the P.U.D. are also part of this submittal.
The accompanying Drainage and Erosion Control Map shows grading, drainage basins,
appropriate cross sections and erosion control measures for the self storage lot. Supporting
calculations are presented in the Appendix. , affs�
• eePp NRK C/%TE'
• �.• ;�%
CJ i• da
Prepared by: 9 :*�*�
John H III, P.E. * 2OR5 %
State of Colorado No. 20325 t 1 .•4�e
IV.. REFERENCES
1. Oak / Cottonwood Farm O.D.P. and the Oak / Cottonwood Farm - McClellands Basin,
prepared by RBD, Inc., dated March, 1995.
2. City of Fort Collins Storm Drainage Criteria and Construction Standards, dated May,
1984.
VICINITY MAP
SCALE 1'=2000'
4
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HISTORIC OPAINAGE MAP
pUO
AO ry1 FILING \`\
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--------------------------
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MIRAMONT SELF STORAGE
OFFSITE DRAINAGE MAP
SCALB r - Boa
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By .....
D A T E
S U B. J E C T - -M......................_...............I........
SHEET NO....._....._... OF
CHKD. BY ................
.......... I ............................................
DATE.....................
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...- ... ..... ... ............... ......... I ...... .... -
44-:3114!!51111 ef
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BY. C-H4-=........ DATE...Gl97
CHKD. BY................DATE....................
SuBJECT././)5FW/`'Q/V7.....................................................
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7-11lE
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SHEET NO..... ............. OF ..........
JOB NO.. E3O/.............................
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T.o =
(4, 7) 3
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7e&I /!0 gin/i7. So= 3.52
5C53
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2 YEAR
STORMWATER DETENTION FAA POND SIZING PROCEDURE
ILI
PROJECT: MIRAMONT SELF STORAGE
DRAINAGE AREA
4.68
ACRES
PROJECT 2 YEAR
ALLOWABLE PEAK
RELEASE =
0.56
C.F.S.
TIME
I
I I
I
I RELEASED I
STORAGE
(C)(A)
I I I
VOLUME
I REL. RATE
I VOLUME I
VOLUME
MIN.
I SEC. I
I I
I I
I
(CU. FT.)
I (C.F.S.)
I (CU. FT.) I
(CU. FT.)
I I
I
I I
I
I
I I
I I
10
1 600 I
3.51
I 2.52 I
5,307
I 0.5616
I 337 1
4,970
15
( 900 I
3.51
I 2.13 I
6,729
I 0.5616
I 505 I
6,223
20
I 1200 I
I I
3.51
I 1.84 I
I
7,750
I 0.5616
I 674 I
7,076
25
I 1500 I
3.51
I
I 1.63 (
8,582
I
I 0.5616
I I
I 842 I
7,740
30
1 1800 1
3.51
I 1.48 I
9,351
( 0.5616
I 1,011 I
8,340
35 I
I I
2100 I
3.51
I I
I 1.33 I
9,803
I
I 0.5616
I I
I 1,179 I
8,624
40 I
2400 I
3.51
I 1.21 I
10,193
I 0.5616
1 1,348 I
8,845
45 I
2700 I
3.51
I 1.12 I
10,614
I 0.5616
I 1,516 I
9,098
,■
■
50 I
I
3000 I
I
3.51
I 1.04 I
I
10,951 I
0.5616 1
1,685.1
9,266
55 I
I
3300 I
I
3.51
I
I 1.00 I
I I
11,583 1
I
I
0.5616 I
I
I 1
1,853 I
I
9,730
60 I
3600 I
3.51
I 0.91 I
11,499 I
0.5616 I
2,022 I
9,477
t�
j
i
i
100 YEAR STORMWATER DETENTION FAA POND SIZING
PROCEDURE
PROJECT:
MIRAMONT SELF STORAGE
DRAINAGE AREA
4.68
ACRES
PROJECT
100 YEAR ALLOWABLE PEAK RELEASE =
2.34
C.F.S.
TIME I
I
I
I
I RELEASED 1
STORAGE
(C)(A) 1
I I
VOLUME I
REL. RATE
VOLUME I
VOLUME
MIN.
1 SEC. 1
I
1
(CU. FT.) 1
(C.F.S.)
1 (CU. FT.) 1
(CU. FT.)
I I
I
I
I
I I
10
600 1
4.40
7.20
19,008 1
2.34
1 1,404 1
17,604
15
900 1
4.40 1
6.00
23,760 1
2.34
1 2,106 1
21,654
�
20
I I
1 1200 1
I
4.40 1
1
5.20 1
I
27,456 1
2.34
I I
1 2,808 1
24,648
25
1 1500 1
4.40 1
4.60 1
30,360
2.34
1 3,510 1
26,850
30
1 1800 1
4.40 1
4.27 1
33,818 1
2.34
1 4,212 1
29,606
35.1
2100 1
4.40 1
3.80 .1
35,112 1
2.34
1 4,914 1
30,198
r�
((
40
1 2400 1
4.40 1
3.50 1
36,960 1
2.34
1 5,616 1
31,344
45
1 2700
4.40 1
3.25 1
38,610 1
2.34
1 6,318 1
32,292
50
3000 1
4.40 i
3.00 1
39,600 1
2.34
1 7,020 1
32,580
55
1 3300 1
4.40 1
2.79 1
40,511 1
2.34
1 7,722 1
32,789
60
1 3600 1
4.40 1
2.60 1
41,184 1
2.34
1 8,424 1
32,760
100-YEAR DETENTION VOLUME CALCULATIONS (PRISMOIDAL METHOD)
PROJECT:
MIRAMONT SELF
STORAGE
DATE:
21-Jun-97
-------------------------------------------------------------
fr
-------------------------------------------------------------
ELEVATION
AREA (S.F.)
VOLUME
VOL. PROVIDED (CU. FT.;
4987.2
0
0
0
r4988
1,260
336
336
Ir
4989
8,946
4,521
4,857
4990
15,696
12,164
17,021
4991
23,688
19,555
36,576
i.
r�
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Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name:
Comment: DETENTION POND OUTLET PIPE
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.00 ft
Slope ............. 0.0039 ft/ft
Manning's n....... 0.010
Discharge......... 2.34 cfs
Computed Results:
Depth... ........
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
0.68 ft
4.10 fps
0.57 sf
0.65 ft
0.0044 ft/ft
68.22
2.89 cfs
3.11 cfs
0.92 (flow is Subcritical)
2
H,b
b
Max dep , = O, GB f- o, /Z = o Bo ' ---=> OK
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
F
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment: SIDEWALK CULVERT CAPACITY
Solve For Depth
Given Input Data:
Bottom Width.....
2.00
ft
Manning's n......
0.015
Channel Slope....
0.0200
ft/ft
Discharge........
2.34
cfs
Computed Results:
Depth............
0.25
ft
Velocity.........
4.75
fps
Flow Area........
0.49
sf
Flow Top Width...
2.00
ft
Wetted Perimeter.
2.49
ft
Critical Depth...
0.35.
ft
Critical Slope...
0.0069
ft/ft
Froude Number....
1.69
(flow is Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment: SIDEWALK CULVERT CAPACITY
Solve For Discharge
Given Input Data:
Bottom Width.....
2.00
ft
Manning's n......
0.015
Channel Slope.....
0.0200
ft/ft
Depth............
0.37
ft
Computed Results:
Discharge........
4.33
cfs
Velocity.... ...
5.85
fps
Flow Area........
0.74
sf
Flow Top Width...
2.00
ft
Wetted Perimeter.
2.74
ft
Critical Depth...
0.53
ft
Critical Slope...
0.0071
ft/ft
Froude Number....
1.70
(flow is Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
ILI
I
1
Worksheet Name:
Comment: PIPE FROM LOT 2 TO THE DETENTION POND
Solve For Full Flow Capacity
Given Input Data:
Diameter..........
1..50
ft
Slope—; ..........
0.0080
ft/ft
Mannings n.......
0.010
Discharge.........
12.21
cfs
Computed Results:
Full Flow Capacity.....
12.21
cfs
Full Flow Depth.........
1.50
ft
Velocity..........
6.91
fps
Flow Area.........
1.77
sf
Critical Depth....
1.32
ft
Critical Slope....
0.0072 ft/ft
Percent Full......
100.00
Full Capacity.....
12.21
cfs
QMAX @.94D........
13.14
cfs
Froude Number.....
FULL
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
BY �,11-14 .................
DATE
5 U BJ
.... SHEET NO................ OF.................
CHKD. BY ............
... DATE.....................
............................ ......
..................................................................
..... . ......... .........................
-- ...................................
JOB NO.. .- ...................... -- ............
..... . I ...... I....... ........... ... ........
----IAI .4 -
1z. z,4
12E�A�kl PT 3
/4v/ 4eeE5; Fog
;7 2 -7
V0Ta
9332
14 /
9 0-15 /
rEP171 (::, Q = 7 27
El- -.9z, 94
d, ge4 %. = Zv 5.9 . /
IC12Ae
13 /
re
,4 F-9:-� a,5 - 4-(-9:7:: 06 - -�92, 4:;;
L
4 = 729
99 20
26 1
SEE IVEX7- 14:?4a6E C4P 44Ze,
I
I
By ................ D AT E. 651'9.7.. .......................... ............. SHEET NO . . ....... ...... OF
CHKD. BY ................ DATE..................... J& 7
. ......... �F;a,Ci44;� ... .. ........... .. ...... ... .. .. ... JOB NO.. .- ....................................
........................... ......... ................ - .. ...................... ................. - ........ ........................................... . . I.. . I ....... I"... .......................................
22-5,!;54fa c745
/V07E— -' 7-1-115 /67 THE TOPOc
/ 7- /t57 2 2 4?o. -
IE-
:,EzF NEXT lc:4�eWE
Trapezoidal Channel Analysis & Design
Open Channel
- Uniform flow
Worksheet Name:
L
Comment: DESIGN PT. 8 APPROXIMATION
Solve For Depth
Given Input Data:
r'
Bottom Width.....
2.00 ft
Left Side Slope..
20.59:1 (H:V)
Right Side Slope.
66.67:1 (H:V)
Manning's n......
Channel Slope....
0.016
0.0060 ft/ft
.,
Discharge........
7.27 cfs
Computed Results:
17
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.27
ft
1.98
fps
3.67
sf
25.39
ft
25.39
ft
0.26
ft
0.0072 ft/ft
0.92
(flow is Subcritical)
bap Lh wo a Icnl iterev .Wore �har� O, 30
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
ri�ai�f ,brivecvTiy w/i7ir-%rlaa7' �>`fice �r',l,
Pan with revised grading
Cross Section for Irregular Channel
L.
Project Description
i, Project File
untitled.fm2
Worksheet
Miramont
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
' Wtd. Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft 4- A ss
Water Surface Elevation 98.16 ft
ra Discharge 11.29 cfs 4---q«,�,
n
ME
•::
4 98.E
C
O
W 98.d
10/31 /97
01:54:40 PM
LF
M
97.81
0.0
1
I
1
C.)pssPar�
/s mi.�. (L�o�sY Case /s
1 1 I
1 1 I
1 1 1
1 1 1
I I 1
I I I
1 I I
1 I I
I I I
I I I
I I I
I I I
I I I
I I I
1 1
1 1 I
1 I 1
1 I i
1 I 1
1 I
1 I I
I I I
I I I
I I I
I I I
I I I
I 1 I
I 1 1
1 1 1
I I 1
1 I
1 I 1
1 I I
1 I 1
1 1 1
1 I I
1 1 I
1 1 I
I 1
1 I
I 1 I
I I
1 I
1 I I
1 I 1
1 I 1
1 I
I I I
1 I 1
I I I
I 1 I
I 1 I
I I
� I
10.0 20.0 30.0 40.0 50.0 60.0 70.0
Station (ft)
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Cale,6f ia.� -fvom gear — �i-own Pe�oo.�
Jairn� %�iiv�u/at/ k`/�iranan>/
0�-�rce p�r,�,
Pan with revised grading
Worksheet for Irregular Channel
Project Description
Project File untitled.fm2
Worksheet Miramont
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope . 0.010000 ft/ft stPQ-
Elevation range: 97.92 ft to 99.20 ft.
Station (ft) Elevation (ft) Start Station End Station
Roughness
'
0.00 99.20 0.00 66.00
10.00 .98.80
0.013
20.00 98.40
30.00 98.00
33.00 97.92
36.00 98.00
48.00 98.00
66.00 99.00
Discharge 11.29 cfs
r
I,
Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 98.16 ft
Flow Area 3.58 ft2
Wetted Perimeter 24.74 ft
Top Width 24.73 ft
j
Height 0.24 ft
Critical Depth 98.20 ft
Critical Slope 0.004385 ft/ft
Velocity 3.15 ft/s
Velocity Head 0.15 ft
Specific Energy 98.31 ft
Froude Number 1.46
Flow is supercritical.
el Ti /
i1
10/31/97 FlowMaster v5.15
02:00:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
S
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�l
EROSION CONTROL COST ESTIMATE
j, RE -SEEDING 5.3 ACRE $531.00 $2,814.30
11 t
'1
11
I
I
EROSION CONTROL COST ESTIMATE
F ITEM QUANTITY
I UNIT COST
COST
SILT FENCE
1060
LF
$2.00
$2,100.00
STRAW BALES
6
EA.
$10.00 =1
$60.00
SEDIMENT TRAP
1.0
L.S.
$1,600.00
$1,500.00
CONTINGENCY (50%)
$1,830.00
TOTAL
$5,490.00 -71
I
L
r
is
.I
1
EFFECTIVENESS CALCULATIONS
PROJECT: /y/�QMO�T- SEGF STo�P4CE STANDARD FORM B
COMPLETED BY: DATE: Gf97
Erosion Control C-Factor P-Factor
Method Value Value Comment
Sfi-aw f3a�e5 /, O 4, B �as�r7 A
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
8
84.9
a 42
z.17
Z' 8
MARCH 1991
8-15
DESIGN CRITERIA
r'
t
I_
II
I
II
11
11
RAINFALL PERFORMANCE STANDARD EVALUATION
MARCH 1991 9-14 DESIGN CRITERIA
DISCHARGE FROM RECTANGULAR WEIR WITH END
CONTRACTIONS
7
Figures In Table
i. are In Gallons
Per Minute
Length (L) or Weir In Feet
Length (L) of Weir In Feet
Need
(H)
Addlllenet
Heed
(H)
In
Additional
g•P• m. for
Inches
1
!
!
g.y.m. for
each 11.
inches
3
a
ever Stt.
/l.
ever S ft.
1/e
4.5
13.4
22.4
4.5
73/e
8
2,238
2,338
3.785
3.956
774
814
1/2
12.8
38.2
63.8
12.8
3/4
23.4
70.2
117.0
23.4
81/e
2.442
4,140
850
1
35.4
108
180
36.1
61/2
2,540
4,312
890
11
11/e
49.5
150
250
50.4
83/4
2,656
4.511
4,699
929
970
11/z
64.9
197
330
66.2
9
2,765
13/e
81.0
248
415
83.5
91/4
2,876
4.899
1.011
2
98.5
302
506
102
91/2
2,985
5,098
1,051
i
21/e
117
361
605
122
93/
3,101
5,288
1,091
21/2
136
422
706
143
10
3,216
.5.490
1,136
23/e
157
485
815
165
101/1
3.480
5.940
1.230
(�
3
178
552
926
187
11
3,716
6,355
1,320
IL,
31/e
200
624
1.047
211
111/2
3,960
6.780
1.410
31/2
222
695
1,167
236
12 '
4,185
7,165
1.495
3s/e
245
769
1.292
261
121/2
4,430
7,595
1,575
4
269
846
1,424
288
13
4,660
8,010
1,660
41/e
294
925
1,559
316
131/2
4,950
8,510
1,780
41/2
318
1,006
1,696
345
14
5,215
8.980
1.885
42/e
344
1,091
1,835
374
141/2
5,475
9.440
1,985
5
370
1,175
1,985
405
15
5,740
9.920
2,090
51/�
396
1,262
2•.130
434
151/2
6.015
10,400
2,165
51/2
422
1.352
2,282
465
16
6.290
10,900
2.300
51/e
449
1,442
2,440
495
161/2
6,565
11,380
2,410
'
6
477
1,535
2.600
538
17
6.925
11.970
2,520
61/e
1,632
2,760
560
171/2
7,140
12,410
2,640
61/2
1,742
2.920
596
18
7,410
12.900
2,745
6�A
7
1.826
1,928
3.094
3,260
630
668
181/2
19
7,695
7,980
13,410
13.940
2.855
2,970
71/�
2.029
3,436
702
191/2
8,280
14,460
3.090
71/2
2.130
3.609
736
Q=3.33 (L-0.211)
111.5
in which
Q
= cu. ft.
of water flowing
per
second.
i,
= length of weir opening in feet
(should be 4 to 8 times H).
lit nd on weir in
feet (to be
measured at least
6 ft. back
of weir
opening)
a
= should be at least
311.
Source. Clay Pipe Engineering Manual,
National Clay Pipe Institute.
494
�i
it
R
�. JpE l'd£iF9 i
=I aae, x nov-
SECTION D -D
i Ill l 5
4985 \
LEGEND
----------4990----------- EXISTING CONTOUR
Y- -- - PROPOSED STORM S
97 PROPOSED CONTOUR
A'a
THIS JOINT DRIVEWAY WILL BE CONSTRUCTED BYMIRAMONT OFFICE PARK UNLESS LOT2
IS DEVELOPED FIRST IN THE EVENT THAT LOT 21S DEVELOPED FIRST, IT WILL BE THE
RESPONSIBILITY OF THE DEVELOPER OF LOT 2 TO CONSTRUCT THE DRIVEWAYAS FAR AS
THE WES TERL Y EDGE OF THE ENTRANCE OF LOT 2.
_ rFv
*5
96
c 5636
ql a
GF 95.9`95.,3`
4�5
r 9'"
:•J
FNHEE COUSh'UCaI
t _ , by OfF/ELS
'n\A:F 9S AT
B \�
F
LL HARMONY MARKET �
PUD 1ST FILING
SEE PLANS FOR IIIRAMONT OFFICE PARK
iY SEARSRO" GRDUp R SNARED DRIVEWAY
1*14,1 OAKRIDGE DRIVE
\ Ie
k
._95/l
P i Xe
IAA, 4 1 -_ 9i
♦91' l
FF 5,30
I
9.ff.5
;Z�k435
�
OAF
FF
i
92
;J
_ p �S
Up Z
\RPMONS ', ETENTIO POND:
W, \ REQUIRED VOLUME 32 T89 CU. FT
i \ \ P, _ _ PROVIDED VOLUME 36,576 CU FT
.\ OW 1 -_ SURFACE=5f0
♦0 YEARRELEASERATE 3.SICFS
Opp FREEBOARD PROVIDED =10 FT
2- YEAR VOLUME PROVIDED =BT30 CU FT
\ MAXIMUM 2-YEAR WATER SURFACE = 89 52
\ 2-YEAR RELEASE RATE = 0 56 CFS
OVER -EXCAVATE DETENTION POND BY" C Y FORTEMP SEDIMENTPOND
x &�
,:IF.ES BLOC.
I Emir. 54✓vee-_' _ ,I— IIr'
SECTION ]]'
SECTION C-C
E<.
�EY<5T G£OUNO 2'LONL. PqN`
SECTION 8-B
f
I'' 4997
/s 1' 13'
I
6
I
I
fF 999S
rfa
'�
{'
'avnF P 4=122
1996
1
<52 G...GT./
4995
\ z 5e
11
I
j'' \
I
SECTION E - E
\
4994
I
I
14993
I �.-
14111
It
t
/F' S
.I 4991
\\
I
11
14990
I a
I
i
\.
Ial
4909
1�`
I
I
. _
�_
I
I
1
I
ec'oNC_
/9811
'1
y
�
�
I'O<L3J f5/
7.
+9gd '1
CONCRETE PAN
rn
EL 52A�
I
� 9
z j
�Z'LAVC
PI,V
SECTION A -A
DEVELOPMENT CONSULTANT
BSL bmn Bove Vor..a.S m , slu ilEn9meo. Co 6d,:1
00 9]-995I
Bec..n. II1R4fj3?d SELF S1CF=GE
De119vd BY JHK 0, i
5C4i Y . 30
D,,.e By
J
Pe. none Dole Br Gene] Br Y • bogie eGgl 30. 1996I Imxtl M BT
+„o
PROPOycV
GE MAP AO DETD��EDPS\TE N ORMAS\ON
SEEOpNTOURS AND PA
rap
.G ExlSr o e[Pnl "
Rco
et
PUO
�PpER MEP
7GV OG QA 9EQM
LEGEND
EXISTING CONTOUR
TOP OF EXISTING BERM
— TOP OF PROPOSED BERM
HARMONY MARKET
- PUD 1ST FILING
I
OAKRIDGE DRIVE
I
' I
OAK HILL APARTMENTS PUD
ii
II
I
0 I
O' I
1
JOHN H. KING III
DEVELOPMENT CONSULTANT
TTl s14. R..,,. P"6...."R,125 E.a..e .C, P0111
PRo<a. MIRAMONT SELF STORAGE
4NR. OE)M OF PROPOYo K. aISMRO BERM NON& SCREW PRWRrc u4L
n..p..la R. ,4R R.�,..� N o�-. i
ONc: - w
0..B 4M__
♦EMBER. I94) 1 n. G&1
LEGEND
1:.
;'
r{
T;
yet
A
1
STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES
Tay City or Fore CaII,N slaHnemer INAy 1111,1,1 111 I .P_ a. mill in n ad m ..nil xe '
IIAPS prior to
nonatiourtrom on thin I
All Yellowed p e lure a an emlo .a m1y In IMy
(iralplaq, Prippincp grading, ). be
It the appropriate tire I the IleatruCtradG'press
PONSuld p
dluveawn,l 0 tell I I Is
-0 y o .nm ii aNi
epero ro I'd he u ateel psysi u r ae of Taos
AT a ee N dri on tiny ae 1. arT alxMpiiny
1 1 hill be plot a A boughboyalreal 0 Controy unto
y outside
ip e e re ySeconds oThirty
0a oarPer i^n NmaxPon9j e n. M. neae OtHnaeeree SiScrrFreerrV uteri "
. property NMI be . ]'It N, rJ' I"" em o
present hal-Irch,she Any .11 At Fund
An"h;FdrhpNy Ga t II 'a opna my OY 1 Laen...
ea
And cisral or
n eR el n a a IY,, I ,r, deeply?l nd
i f entry responn„e nro
ftioLund an (70) fill II Lm
mdl
y 1 m °�'..eee .r ilN ry, r .
m n+ y Ire 1, m e•tleorea IR
irmhe Joe, to he
N L
1
K,
S,
CONT Ih�'
'
SIG JS L
CONI `
TRICKLE
CHANNEL
CHANNEL \
a osox. h
%� %
Sf0 MLTI r INLTR
/
SEE SEOIMEN
CONsmucncyl 1�
1
NOTES
IMp [ALL
j_}. METAL Fix.
FBOEWALX j
CLIFF R
�i
EROSION CONTROL CONSTRUCTION SEOUENCE
YEAR 1917
I
)xrN ) I F IhI N IM n l 1l a!
Delmar cNAovC
NND FRozOv CONTROL
Ad uturral aer As
Wellyi e1n.Me j
Other mr
RANf4L ENpy )N I'CVINOL
TURAII
III Trill
Sir uE Barr.n
SO Fears Purely
SAPPI B Sv9
AN
Alpha B Allied
Otiel-CININ.nacn
Fermi-2rAnvF
Theallin Wells,
I Himmel
Joe inp/11 t / Other
anye 1—`
A(FETA PWMIL.NN. +NIRACTOR _._. _ _
L��i'
AIR e
1T
IN
B 41. 00 IS,
EF t1r2I METAL
N DEANE
O ITT
is wN•�NN� 1i Oz
SEDIMENT TRAP CONSTRUCTION NOTES
L INSTALL OUTLET PIPE FOR DErENNC POND.
1, RWCH IN DETENTION POND EMERLfV OVERFLOW WEIR.
3. INSTALL WIRE MESH AND GRAVEL FI IFOR
OVER OUTLET PIPE OF DETENTION POND.
4. OVER EXCAVATE DETENNCN POND TO PROVIDE
A MINIMUM OF AM CUBIC YARDS Or VJEJVT
AT
BOARDWALK DRIVE
:) � `,- O.fN
EwsnnR ST NroRCL00Y
rouL NJNCET ANEA- Ads ACRES
RATIONAL'C' 035
DEAEUl SITE N1�Ml® Dr
OF9GN
POT
BASIN
BASIN)
AREA
I.
'C
us
(en)
(oil)
(%)
I1
I x0x
2xB
.B4
0.4
19A
9.5
x
1 2(202
LIS
.6!
21
a.3
Is
]
1
Ill!
A
202
.n
.ex
aw
L5
.]
5
__
303
.0)
.BS
_
6
tl{EOx
.I5
.BI
1.0
df
IJ
`SI
0211
_ DEIETI ION SUMMARY
III ONO VOL RE00 VOL PRO OED Op ON
9VPFA4E RErEAY
PNO. (AC 1) (AC F) Nq gpEA III
(cb)
' EXISTING CONTOUR
—II PROPOSED CONTOUR
DIRECTION OF FLOW
Qj DESIGN PONT
1:'7 .e DRAINAGE BASIN BOUNDARY
1 BASIN NUMBER
I.NAC BASIN AREA
AVERAGE STREET SLOPE
SWALE/DITCH All FLOW ARROW
T1p. STRAW BALE CHECK CAM
%— SILT FENCE
- — EAI[TING STORM PIPE
PH2tll). STORM PONE
100 Ylr JL
I. INLET FILTER
1
0A
r�J
-she ...i.�..r,y._•_
TOP OF I YEAR r9TPCEncY OARROW
l
rn
/ EMcEA, r OARaoW /ETAU
1
L
FLOW
in N
1 1/2 MRE III
11/3 AGAEGA E am
GENERAL'AIES:
Re (WIN ) AWW TM OF PIPE
r SET IT,- ;HALL BE rEd Wi ONE
HALF JI ME BASIN DDIT N DEPM HAS
HEN YrfD
x, RINOND SEDIMENT SHALL BE DEPVyND
II> JAWYARY TO A NEpINENr
BASIN
PIPE OUTLET WITH GRAVEL FILTER
SCALE I'=30'
1
I
1
I
I
SA FIS i !iHUHJH
ZONED- RLP
BANK ONE AT
HARMONY MARKET
P.U.D.
PRELIMINARY
NOT FOR CONSTRUCTION
JULY 18, 1997
CALL UTILITY NOTFiCATION
CENTER OF COLORADO
1-800-922-1987
cA534-5700 w
IE IYOU Go a OR EXILW�YE
FOR Tlf1 U Z&
City of Fart Collins Colorado
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