HomeMy WebLinkAboutDrainage Reports - 05/25/2018C ty`cf fit: COU016 grov d Plans
AOOrdNW By
5..1,5-18
Date '
January 18, 2018
Mr. Wes Lamarque
City of Fort Collins
Stormwater Department
700 Wood Street
Fort Collins, CO 80525
RE: Drainage Memorandum — Waters Edge P.U.D.
Dear Wes:
The purpose of this drainage memorandum is to amend the Final Drainage and Erosion Control
Report for Water's Edge dated April 9, 2010, by Aspen Engineering. A summary of the drainage
design modifications proposed with the updated plans for Water Edge P.U.D is presented below.
The 107 acre project consists of single family and multi -family dwelling units, and was designed and
approved for construction July 2010. The project was not constructed and expired in 2014. The
development is being resubmitted with slight modifications to specific areas of the site, as required
for new standard details and to update porous paver treatment for the site. The existing site remains
as fallow grassland, as it was under the approved drainage report. Therefore, the original, approved
Final Drainage Report still applies to the proposed development, while the addendum provides the
additional details required for LID improvements and additional drainage features implemented for
Pond 110.
The proposed development entails resizing some of the lots and moving alley locations in the
northeast corner of the site from that previously shown. However, the overall imperviousness of the
site remains nearly the same and in general, the modifications are not significant enough to justify
changing the rational calculations. A "streetlet" will be constructed south of Morningstar Way for
access to a row of lots at the south east corner of the site (north of Pond 110).
The grade down from the adjacent homes (Lots 1-7) will encroach on detention Pond 110 and
retaining walls along the north and west side of Pond 110 will be separated into two, terraced walls
to comply with the current City of Fort Collins design criteria. These changes result in a net
decrease in available volume of approximately 1.25 acre-feet from the original 26.16 acre-feet, of
the SWMM Model.
To compensate for the loss in volume the release rate will be increased from 1.5 cfs to 3.2 cfs. This
new release rate will be negotiated by the Owner with the Ditch Company. The additional flow
entering the existing storm sewer system will be checked to ensure adequate capacity is available.
This approach was discussed with and agreed to with Wes Lamarque and Shane Boyle. Updated
SWMM modeling for the Water's Edge West project was run using the revised release rate to
calculate the new pond volume required for Pond 110.
It was agreed that the original report should remain intact with an addendum speaking to the
LID/porous paver treatment for the multi -family and pool areas, as well as documenting the 1.25
acre-feet of volume reduction in Pond 110, and presenting the updated release rate and updated
SWMM results. It was also agreed to that the Mod SWMM may continue to be used for this project.
Please refer to the following details below and the attachments for specific information.
Specific Details
The encroachment of Lots 1 through 7 along the north boundary of Pond 110 and the addition of a
second retaining wall to terrace the walls along the north and west sides of Pond 110, will result in a
loss of approximately 1.25acre-feet of volume from Pond 110, as determined using the updated
rating curve for Pond 110 versus the original, approved site SWMM model.
As discussed with the City of Fort Collins Storm Water Staff, the release rate may be increased if
found to be acceptable with the Ditch Company and the Mod SWMM revised to recalculate pond
volume required. As an alternative, the City would also accept remodeling of the entire site using
EPA SWMM which may result in a smaller pond volume requirement and possibly allowing the
same release rate or lessen the increase in release rate. Due to the level of completion on this project
and the effort necessary to update the drainage model for the whole site, it was decided to continue
using the current MOD SWMM model for this revision. The updated MOD SWMM modeling
produced an increase in the required release rate from 1.5 cfs to 3.2 cfs. The required pond volume
is 24.86 acre-feet and the available volume is 24.91 acre-feet. The water quality control volume
(WQCV), 2.26 acre-feet will be provided at an elevation 5052.20. The revised MOD SWMM
results, WQCV, rating curve, and orifice control sizing for Pond 110 are provided as an attachment
to this memorandum.
Flow from Pond 110 will discharge through the existing pond outlet pipe with modified pond outlet
structure. The water quality control outlet structure is designed for the proposed detention volume
and water quality control volume. The structure elevations, 100-year detention orifice plate, water
quality control elevation and water quality control orifice plate will be constructed to control runoff
discharge to the existing storm sewer in Tumberry Road. The project ultimately discharge to the No.
8 Ditch, as historically occurs. Calculations for the site 100-year orifice plate, Extended Detention
Basin (EDB) volume and orifice calculations are provided as an attachment.
Slight changes in the sidewalk alignment north of Pond 501 also resulted in modification of two
storm culverts. Storm M has been removed, while Storm L has been re -positioned under a new
sidewalk crossing. A new 4-foot wide concrete sidewalk culvert has been added upstream of
proposed Storm L to convey runoff south and under the new sidewalk location. Calculations for
sizing of the storm sewers, sidewalk culvert, and riprap have been provided as attachments to this
memorandum.
Additional water quality measures and LID measures will be implemented on the site to treat runoff
from the single family lots, public pool area and multi -family lots proposed with this development.
Approximately 5,084 square feet of porous.pavers will be constructed in the parking areas to treat
approximately 0.12 acres or 26% of the new pavement area (from multi -family and pool parking
areas).
Water quality measures and LID measures for treatment of the single family lots will include the use
of raingardens within detention ponds and grass buffers. Raingardens will be constructed in the
bottom of detention .ponds 101, 201, 300, 301 and .upsteam of 501. Low flows will percolate
through sand media and enter a 4" perforated, underdrain and discharge to proposed storm sewer.
Near the north end of pond 501, a raingarden, designed to intercept first flush flow, will pond to a
depth of I foot before overtopping and spilling to Pond 501. An underdrain constructed in a bio-
retention sand media will filter flow before entering a 4-inch underdrain which discharges to pond
501. The porous paver and raingarden LID measures will treat approximately 19 acres of the
impervious area, which results in 40% of the 50% required area of treatment.
It should be noted that an additional 7.5 acres is impervious area is treated with grass buffers and
will drain through grass swales. This area treats approximately 16% of the site impervious area.
Considering the raingardens, porous paver and grass buffers, the combined impervious area of 26.5
acres is treated resulting in 56% of treatment area. There is also approximately 23.1 acres of
impervious area treated by grass buffer within the detention pond 110. Although pond 110 will not
incorporate a raingarden LID, it will be grass lined and provide filtering of sediment as flow is
routed to the pond and through the pond area.
A summary table for the LID measures is attached with this letter and shown on the Drainage Basin
Exhibit.
Should you have any questions or concerns, please contact me.
Sincerely,
Anthony Willkomm,-P.E.
Aspen Engineering
Attachments: Drainage Basin Exhibit
Drainage Calculations
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer:
John Gooch
Company:
Aspen Engineering
Date:
October 7, 2016
Project:
Water's Edge
Location:
Fort Collins
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = la / 100 )
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =1.0 * (0.91 *13-1.19*12+0.78*1))
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Required Maximum Outlet Area per Row, (A.)
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
ii) 2" Height Rectangular Perforation Width
E) Number of Columns (nc, See Table 6a-1 For Maximum)
F) Actual Design Outlet Area per Row (Ao)
G) Number of Rows (nr)
H) Total Outlet Area (A.J
3. Trash Rack
A) Needed Open Area: A, = 0.5 * (Figure 7 Value) * At
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
i) Width of Trash Rack and Concrete Opening (W,,)
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
la = 50.00 %
i
Area = 109.55 acres
WQCV = 0.21.' ..watershed inches
Vol = 2:259 . acre-feet
X Orifice Plate
Perforated Riser Pipe
Other:
H = 2.20 feet
Ao = 4.21 square inches
D = 2.2000 inches, OR
W = inches
nc =
,1 -
..number
Ao =
3.80 'i
square inches
nr =
>7-' -
- number
Aot =
25.09 ,`...square
inches
At = 735 square inches
X : < 2" Diameter Round
2" High Rectangular
Other:
WM = 27' `: inches
HT = 50 ; inches
UDFCD Form Pond110-revised 10-7-16.xls. EDB
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 2 of 3
Designer:
John Gooch
Company:
Aspen Engineering
Date:
October 7, 2016
Project:
Waters Edge
Location:
Fort Collins
iii) Type of Screen (Based on Depth H), Describe if "Other'
X S.S. #93 VEE Wire (US Filter)
Other.
iv) Screen Opening Slot Dimension, Describe if "Other' I X 0.139" (US Filter)
Other.
v) Spacing of Support Rod (O.C.)
Type and Size of Support Rod (Ref.: Table 6a-2)
vi) Type and Size of Holding Frame (Ref.: Table 6a-2)
D) For 2" High Rectangular Opening (Refer to Figure 6b):
1) Width of Rectangular Opening (W)
ii) Width of Perforated Plate Opening (Woon, = W + 12")
iii) Width of Trashrack Opening (Wop,,;,re) from Table 6b-1
iv) Height of Trash Rack Screen (HTR)
v) Type of Screen (based on depth H) (Describe if "Other')
vi) Cross -bar Spacing (Based on Table 6b-1, KlempT'' KPP
Grating). Describe if "Other'
vii) Minimum Bearing Bar Size (KlempTm Series, Table 6b-2)
(Based on death of WOCV surcharae)
4. Detention Basin length to width ratio
5 Pre -sedimentation Forebay Basin - Enter design values
A) Volume (5 to 10% of the Design Volume in 1 D)
B) Surface Area
C) Connector Pipe Diameter
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Bottom and Sides
1.d0inches
TE 0.074 in. x 0.75 in.
1.00 in. x 1.50 in.
W =
...inches
WM "=
inches
Wowing =
- inches
HTR =
inches
KlempTm KPP Series Aluminum
Other:
inches
Other:
P"
acre-feet
acres
inches
yes/no
UDFCD Form Pond110-revised 10-7-16.xis, EDB
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 3 of 3
Designer. John Gooch
Company:
Aspen Engineering
Date:
October 7, 2016
Project:
Watees Edge
Location:
Fort Collins
6. Two -Stage Design
A) Top Stage (Dwo = 2' Minimum)
Dwo =
feet
Storage=
acre-feet
B) -Bottom Stage (Des = Dwo + 1.5' Minimum, Dwo+ 3.0' Maximum,
Des =
feet
Storage = 5% to 15% of Total WQCV)
Storage=
acre-feet
Surf. Area=
., acres
C) Micro Pool (Minimum Depth = the Larger of
IDepth=
feet
0.5 ' Top Stage Depth or 2.5 Feet)
Storage=
acre-feet
Surf. Area=
. acres
D) Total Volume: Volt,, = Storage from 5A + 6A + 6B
Volto, =
acre-feet
Must be > Design Volume in 1 D
7. Basin Side Slopes (Z, horizontal distance per unit vertical)
Z =
(horizontaUvertical)
Minimum Z = 4, Flatter Preferred
8. Dam Embankment Side Slopes (Z, horizontal distance)
Z =
3.00 (horizontal/vertical)
per unit vertical) Minimum Z = 3, Flatter Preferred
9. Vegetation (Check the method or describe "Other")
Native Grass
Irrigated Turf Grass
Other:
Notes:
UDFCD Form Pond110-revised 10-7-16.xls, EDB
u
water's Edge Pond1100rificePlate10-7-16.txt
Pond 110 Orifice calculation
100-Year Pond Orifice Plate
Revised calculations by )RG 10-7-16
Orifice calculator
Given Input Data:
solving for ..................... Area or Diameter
Flowrate ........................ 3.2000 cfs
coefficient 0.6500
Headwater ....................... 5059.0000 ft
7ailwater 5050.0000 ft
Computed Results:
Diameter ....... 6.1244 in -.; b (A-.:. 6,ia "
velocity ........................ 15.6424 fps
Page 1
n
�a UP54'i C- Nib 4 ', can i FL40 ' i 3 . 2
ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL
- VERSION PC.1
(SEPTEMBER 1970)
OF ENGINEERS
DEVELOPED BY METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC.
UPDATED BY
ENGINEERS (SEPTEMBER 1974)
1985, JULY 1985)
TAPE OR DISK ASSIGNMENTS
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS
MISSOURI RIVER DIVISION, CORPS OF
BOYLE ENGINEERING CORPORATION (MARCH
JIN(1) JIN(2) JIN(3)
JIN(4)
JIN(5)
JIN(6)
JIN(7)
JIN(8) JIN(9) JIN(10)
2 1 0
0
0
0
0
0 0 0
JOUT(1) JOUT(2) JOUT(3)
JOUT(4)
JOUT(5)
JOUT(6)
JOUT(7)
JOUT(8) JOUT(9) JOUT(10)
1 2 0
0
0
0
0
0- 0 0
NSCRAT(1)
NSCRAT(2)
NSCRAT(3)
NSCRAT(4) NSCRAT(5)
3
4
0
0 0
WATERSHED PROGRAM CALLED
11
sp
*** ENTRY MADE TO RUNOFF MODEL ***
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFinal110.IN STANTEC; 4/23/07
�p1�iFIED /0-9-Mi
NUMBER OF TIME STEPS 720
INTEGRATION TIME INTERVAL (MINUTES) 1.00
1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
1.00 1.14 1.33 2.23 2.84 5.49
4.12 2.48 1.46
1.22 1.06 1.00 .95 .91 .87
.81 .78 .75
.73 .71 .69 .67
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFinal110.IN STANTEC; 4/23/07
SUBAREA
GUTTER
WIDTH
AREA
PERCENT
SLOPE
SURFACE
STORAGE(IN)
INFILTRATION
RATE(IN/HR) GAGE
NUMBER
OR MANHOLE (FT)
(AC)
IMPERV.
(FT/FT)
IMPERV.
PERV.
MAXIMUM
MINIMUM
DECAY RATE
NO
-2
0
.0
.0
.0
.0300
.100
.300
.51
.50
.00180
100
100
826.0
6.0
10.0
.0200
.100
.300
.51
.50
.00180
1
200
200
2248.0
2.9
70.0
.0200
.100
.300
.51
.50
.00180
1
300
300
2516.0
19.7
45.0
.0200
.100
.300
.51
.50
.00180
1
400
204
1067.0
15.2
40.0
.0200
.100
.300
.51
.50
.00180
1
401
101
2366.0
8.2
30.0
.0200
.100
.300
.51
.50
.00180
1
501
201
1187.0
8.5
45.0
.0200
.100
.300
.51
.50
.00180
1
600
600
1013.0
10.9
60.0
.0200
.100
.300
.51
.50
.00180
1
601
301
860.0
8.2
45.0
.0200
.100
.300
.51
.50
.00180
1
700
700
1313.0
4.0
50.0
.0200
.100
.300
.51
.50
.00180
1
800
800
2420.0
14.9
60.0
.0200
.100
.300
.51
.50
.00180
1
9.95
.84
RESISTANCE
FACTOR
IMPERV.
PERV.
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
.016
.250
801
501
786.0
5.2
30.0
.100
.300
.51
.50
.00180
900
900
832.0
2.0
60.0
.100
.300
.51
.50
.00180
901
901
745.0
4.0
70.0
.100
.300
.51
.50
.00180
902
902
590.0
2.9
70.0
.100
.300
.51
.50
.00180
903
208
2057.0
14.2
40.0
.100
.300
.51
.50
.00180
310
305
1006.0
7.4
20.0
.100
.300
.51
.50
.00180
TOTAL
NUMBER OF
SUBCATCHMENTS, 16
TOTAL
TRIBUTARY
AREA (ACRES), 134.27
.0200
.016
.250
1 .
0200
.016
.250
1
0200
.016
.250
1
0200
.016
.250
1
0200
.016
.250
1
0200
.016
.250
1
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFina1110.IN STANTEC; 4/23/07
*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 134.270
TOTAL RAINFALL (INCHES) 3.669
TOTAL INFILTRATION (INCHES) .694
TOTAL WATERSHED OUTFLOW (INCHES) 2.857
TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .118
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFina1110.IN STANTEC; 4/23/07
INVERT SIDE SLOPES
GUTTER GUTTER NDP
LENGTH SLOPE HORIZ TO VERT
NUMBER CONNECTION
(FT) (FT/FT) L R
200 210 0
1. .0010 .0 .0
WIDTH
OVERBANK/SURCHARGE
NP OR DIAM
MANNING DEPTH JK
(FT)
N (FT)
3 .1
.001 10.00 1
0
210
202
0
2
PIPE
4.0
150.
.0100
.0
.0
.013
4.00
1
202
203
0
2
PIPE
4.0
450.
.0100
.0
.0
.013
4.00
1
203
204
0
2
PIPE
4.0
270.
.0100
.0
.0
.013
4.00
1
204
205
0
2
PIPE
4.0
350.
.0100
.0
.0
.013
4.00
1
205
206
0
2
PIPE
6.0
320.
.0100
.0
.0
.013
6.00
1
206
207
0
2
PIPE
6.0
150.
.0100
.0
.0
.013
6.00
1
207
100
0
2
PIPE
6.0
200.
.0100
.0
.0
.013
6.00
1
100
110
0
3
.1
1.
.0010
.0
.0
.001
10.00
1
110
510
10
2
PIPE
.0
0.
.0010
.0
.0
.001
.00
0
RESERVOIR
STORAGE IN
ACRE-FEET VS
SPILLWAY OUTFLOW
.000
.0
.520 .8
1.960 .9
4.370
1.2
7.300
1.8 10.370
2.0
13.580
2.7
16.940 2.9
20.450 3.0
24.110
3.4
300
305
8
2
PIPE
.0
0.
.0010
.0
.0
.001
.00
0
RESERVOIR
STORAGE IN
ACRE-FEET VS
SPILLWAY OUTFLOW
.000
.0
.050 15.5
.220 21.9
.460
26.9
.760
31.0
1.140
34.7
1.600
38.0
2.180 41.0
208
209
0
2
PIPE
4.0
450.
.0100
.0
.0
.013
4.00
1
209
100
0
2
PIPE
6.0
200.
.0100
.0
.0
.013
6.00
1
600
205
0
2
PIPE
4.0
400.
.0100
.0
.0
.013
4.00
1
700
206
0
3
.1
1.
.0010
.0
.0
.001
10.00
1
211
205
0
3
.1
1.
.0010
.0
.0
.001
10.00
1
800
100
0
2
PIPE
4.0
250.
.0100
.0
.0
.013
4.00
1
900
208
0
2
PIPE
4.0
600.
.0100
.0
.0
.013
4.00
1
901
208
0
2
PIPE
4.0
200.
.0100
.0
.0
.013
4.00
1
902
209
0
2
PIPE
4.0
100.
.0100
.0
.0
.013
4.00
1
101
210
8
2
PIPE
.0
0.
.0010
.0
.0
.001
.00
0
RESERVOIR
STORAGE IN
ACRE-FEET VS SPILLWAY OUTFLOW
.000
.0
.070 .8
.240 1.1
.520
1.4
.930
1.6
1.480
1.8
2.230
2.0
3.390 2.2
201 211 6 2 PIPE .0
0. .0010 .0 .0 .001 .00 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.000 .0 .090 2.2 .240 3.2
.510 3.9 .930 4.5 1.590 5.0
301 211 7 2 PIPE .0
0. .0010 .0 .0 .001 .00 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.000 .0 .090 1.2 .220 1.7
.430 2.1 .740 2.5 1.180 2.7
1.840 3.0
501 206 5 2 PIPE .0
0. .0010 .0 .0 .001 .00 0
RESERVOIR STORAGE IN.ACRE-FEET VS SPILLWAY OUTFLOW
..000 .0 .010 2.5 .060 3.5
.160 4.3 .320 5.0
TOTAL NUMBER OF GUTTERS/PIPES, 24
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFina1110.IN STANTEC; 4/23/07
ARRANGEMENT
OF
SUBCATCHMENTS AND
GUTTERS/PIPES
GUTTER
TRIBUTARY GUTTER/PIPE
TRIBUTARY SUBAREA
D.A.(AC)
100
207
209
800
0
0
0
0 0
0
0
100
0 0
0
0
0 0
0
0
0
107.1
200
0
0
0
0
0
0
0 0
0
0
200
0 0
0
0
0 0
0
0
0
2.9
202
210
0
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
11.2
203
202
0
0
0
0
0
0 0
0
0
0.
0
0
0
0
0
0
0
0
0
11.2
204
203
0
0
0
0
0
0 0
0
0
400
0 0
0
0
0 0
0
0
0
26.3
205
204
600
211
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
54.0
206
205
700
501
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
63.2
207
206
0
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
63.2
208
900
901
0
0
0
0
0 0
0
0
903
0 0
0
0
0 0
0
0
0
20.2
209
208
902
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
23.2
210
200
101
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
11.2
211
201
301
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
16.8
600
0
0
0
0
0
0
0
0
0 0
600
0
0
0
0
0
0
0
0
0
10.9
700
0
0
0
0
0
0
0
0
0 0
700
0
0
0
0
0
0
0
0
0
4.0
800
0
0
0
0
0
0
0.
0
0 0
800
0
0
0
0
0
0
0
0
0
14.9
900
0
0
0
0
0
0
0
0
0 0
900
0
0
0
0
0
0
0
0
0
2.0
901
0
0
,0
0
0
0
0
0
0 0
901
0
0
0
0
0
0
0
0
0
4.0
902
0
0
0
0.
0
0
0
0
0 0
902
0
0
0
0
0
0
0
0
0
2.9
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFina1110.IN STANTEC; 4/23/07
HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 6 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM.
DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED
INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS
GUTTER
(0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER
TIME(HR/MIN) 100 101 201 300 301
501 .
0 1.
.0
.0
.0
.0
.0
.0
.00( )
.00( )
.00( )
.00(s)
.00( )
.00( )
0 6.
.1
.0
.0
.0
.0
.0
.00( )
.00(s)
.00(s)
.00(s)
.00(s)
.00(s)
0 11.
16.3
.1
.2
3.7
.1
.8
.00( )
.01(S)
.01(S)
.01(S)
.01(S)
.00(S)
0 16.
47.5
.4
.9
9.6
.4
1.8
.00( )
.03(S)
.03(S)
.03(S)
.03(S)
.01(S)
0
21.
85.9
.8
1.9
15.8
1.0
2.6
00( )
.07(S)
.08(S)
.06(S)
.07(S)
.01(S)
0
26.
136.5
.9
2.5
18.2
1.4
2.9
00( )
.12(S)
.14(S)
.12(S)
.14(S)
.03(S)
0
31.
295.5
1.2
3.3
24.8
1.8
3.7
00( )
.27(S)
.29(S)
.36(S)
.28(S)
.09(S)
0
36.
496.9
1.4
4.0
32.7
2.3
4.6
00( )
.59(S)
.61(S)
.94(S)
.58(S)
.23(S)
0
41.
310.3
1.6
4.3
35.7
2.5
5.1
00( )
.84(S)
.84(S)
1.28(S)
.79(S)
.34(S)
0
46.
223.7
1.7
4.5
36.9
2.6
5.4
00( )
1.02(S)
.99(S)
1.45(S)
.95(S)
.41(S)
0
51.
162.4
1.7
4.6
37.3
2.7
5.6
00( )
1.13(S)
1.09(S)
1.50(S)
1.05(S)
.45(S)
0
56.
132.2
1.7
4.7
37.1
2.7
5.7
.00( )
1.21(S)
1.16(S)
1.47(S)
1.14(S)
.48(S)
1
1.
112.6
1.8
4.7
36.6
2.7
5.7
00( )
1.28(S)
1.21(S)
1.41(S)
1.20(S)
.49(S)
1
6.
100.3
1.8
4.7
36.0
2.8
5.8
00( )
1.32(S)
1.24(S)
1.32(S)
1.25(S)
.50(S)
1
11.
91.4
1.8
4.7
35.3
2.8
5.7
.00( )
1.36(S)
1.27(S)
1.22(S)
1.29(S)
.50(S)
1
16.
84.6
1.8
4.8
34.4
2.8
5.7
00( )
1.40(S)
1.29(S)
1.11(S)
1.33(S)
.49(S)
1
21.
78.9
1.8
4.8
33.2
2.8
5.7
00( )
1.42(S)
1.31(S)
.99(S)
1.36(S)
.98(S)
1
26.
74.3
1.8
4.8
32.1
2.8
5.6
.00( )
1.45(S)
1.32(S)
.87(S)
1.38(S)
.47(S)
1
31.
70.3
1.8
4.8
30.9
2.8
5.6
.00( )
1.47(S)
1.33(S)
.75(S)
1.41(S)
.46(S)
1
36.
66.7
1.8
4.8
29.3
2.8
5.5
.00( )
1.49(S)
1.34(S)
.64(S)
1.43(S)
.45(S)
1
41.
63.5
1.8
4.8
27.8
2.8
5.5
.00( )
1.51(S)
1.34(S)
.52(S)
1.44(S)
.43(S)
1
46.
60.7
1.8
4.8
26.0
2.9
5.4
.00( )
1.52(S)
1.34(S)
.42(S)
1.46(S)
.41(S)
1
51.
58.3
1.8
4.8
24.0
2.9
5.3
.00( )
1.53(S)
1.34(S)
.32(S)
1.47(S)
.39(S)
1
56.
56.1
1.8
4.8
22.2
2.9
5.2
.00( )
1.54(S)
1.34(S)
.23(S)
1.48(S)
.37(S)
2
1.
52.4
1.8
4.8
19.5
2.9
5.1
.00( )
1.55(S)
1.33(S)
.16(S)
1.49(S)
.35(S)
2
6.
35.9
1.8
4.8
16.4
2.9
5.0
.00( )
1.55(S)
1.32(S)
.07(S)
1.49(S)
.33(S)
2
11.
28.8
1.8
4.8
6.2
2.9
4.9
.00( )
1.55(S)
1.30(S)
.02(S)
1.48(S)
.30(S)
2
16.
25.2
1.8
4.7
3.2
2.9
4.8
.00( )
1.54(S)
1.27(S)
.01(S)
1.47(S)
.28(S)
2
21.
22.9
1.8
4.7
2.3
2.9
4.7
.00( )
1.53(S)
1.25(S)
.01(S)
1.46(S)
.25(S)
2
26.
21.3
1.8
4.7
1.9
2.8
4.6
.00( )
1.53(S)
1.22(S)
.01(S)
1.45(S)
.22(S)
2
31.
20.0
1.8
4.7
1.6
2.8
4.5
.00( )
.1.52(S)
1.19(S)
.01(S)
1.44(S)
.19(S)
2
36.
19.0
1.8
4.7
1.4
2.8
4.4
00( )
1.51(S)
1.16(S)
.00(S)
1.42(S)
.17(S)
2
41.
18.1
1.8
4.6
1.2
2.8
4.2
00( )
1.50(S)
1.13(S)
.00(S)
1.41(S)
.14(S)
2
46.
17.3
1.8
4.6
1.0
2.8
4.0
.00( )
1.49(S)
1.10(S)
.00(S)
1.39(S)
2
51.
16.6
1.8
4.6
.9
2.8
3.8
00( )
1.47(S)
1.08(S)
.00(S)
1.37(S)
.09(S)
2
56.
15.9
1.8
4.6
.8
2.8
3.6
.00( )
1.46(S)
1.05(S)
.00(S)
1.36(S)
.06(S)
3
1.
15.2
1.8
4.5
.7
2.8
3.2
.00( )
1.45(S)
1.02(S)
.00(S)
1.34(S)
.04(S)
3
6.
14.4
1.8
4.5
.6
2.8
2.8
.00( )
1.44(S)
.99(S)
.00(S)
1.32(S)
.02(S)
3
11.
13.6
1.8
4.5
.5
2.8
1.9 .
.00( )
1.43(S)
.96(S)
.00(S)
1.31(S)
.01(S)
3
16.
11.6
1.8
4.5
.5
2.8
.5
.00( )
1.42(S)
.93(S)
.00(S)
1.29(S)
.00(S)
3
21.
11.0
1.8
4.4
.4
2.8
.2
.00( )
1.41(S)
.90(S)
.00(S)
1.27(S)
.00(S)
3
26.
10.7
1.8
4.4
.4
2.8
.1
.00( )
1.39(S)
.87(S)
.00(S)
1.25(S)
.00(S)
3
31.
10.5
1.8
4.3
.3
2.8
.1 .
.00( )
1.38(S)
.84(S)
.00(S)
1.23(S)
.00(S)
3
36.
10.2
1.8
4.3
.3
2.8
.1
.00( )
1.37(S)
.81(S)
.00(S)
1.22(S)
.00(S)
3
41.
10.1
1.8
4.3
.3
2.7
.1
00( )
1.36(S)
.78(S)
.00(S)
1.20(S)
.00(S)
3
46.
9.9
1.8
4.2
.2
2.7
.1
00( )
1.35(S)
.75(S)
.00(S)
1.18(S)
.00(S)
3
51.
9.7
1.8
4.2
.2
2.7
.1
00( )
1.33(S)
.72(S)
.00(S)
1.16(S)
.00(S)
3
56.
9.6
1.8
4.1
.2
2.7
1
00( )
1.32(S)
.70(S)
.00(S)
1.15(S)
.00(S)
4
1.
9.4
1.8
4.1
.1
2.7
.1
00( )
1.31(S)
.67(S)
.00(S)
1.13(S)
.00(S)
4
6.
9.3
1.8
4.1
.1
2.7
.1
00( )
1.30(S)
.64(S)
.00(S)
1.11(S)
.00(S)
4
11.
9.1
1.8
4.0
.1
2.7
.0
.00( )
1.28(S)
.61(S)
.00(S)
1.09(S)
.00(S)
4
16.
9.0
1.8
4.0
.1
2.7
.0
00( )
1.27(S)
.59(S)
.00(S)
1.07(S)
.00(S)
4
21.
8.9
1.8
3.9
.1
2.7
.0
.00( )
1.26(S)
.56(S)
.00(S)
1.06(S)
.00(S)
4
26.
8.8
1.7
3.9
.1
2.6 .
.0
00( )
1.25(S).
.53(S)
.00(S)
1.04(S)
.00(S)
4
31.
8.7
1.7
3.9
.1
2.6
.0
.00( )
1.24(S)
.51(S)
.00(S)
1.02(S)
.00(S)
4
36.
8.6
1.7
3.8
.0
2.6
.0
1
00( )
1.22(S)
.48(S)
.00(S)
1.00(S)
.00(S)
4
41.
8.4
1.7
3.7
.0
2.6
.0
00( )
1.21(S)
.45(S)
.00(S)
.98(S)
.00(S)
4
46.
8.3
1.7
3.7
.0
2.6
.0
00( )
1.20(S)
.43(S)
•.00(S)
.97(S)
.00(S)
4
51.
8.2
1.7
3.6
.0
2.6
.0
.00( )
1.19(S)
.40(S)
.00(S)
.95(S)
.00(S)
4
56.
8.1
1.7
3.5
.0
2.6
.0
00( )
1.18(S)
.38(S)
.00(S)
.93(S)
.00(S)
5
1.
8.0
1.7
3.5
.0
2.6
.0
00( )
1.16(S)
.35(S)
.00(S)
.91(S)
.00(s)
5
6.
7.9
1.7
3.4
.0
2.6
.0
00( )
1.15(S)
.33(S)
.00(S)
.90(S)
.00(S)
5
11.
7.8
1.7
3.3
.0
2.5
.0
.00( )
1.14(S)
.31(S)
.00(S)
.88(S)
.00(S)
5
16.
7.7
1.7
3.3
.0
2.5
.0
00( )
1.13(S)
.29(S)
.00(S)
86(S)
.00(S)
5
21.
7.6
1.7
3.2
.0
2.5
.0
.00( )
1.12(S)
.26(S)
.00(S)
.84(S)
.00(S)
5
26.
7.5
1.7
3.2
.0
2.5
.0
.00( )
1.11(S)
.24.(S)
.00(S)
.83(S)
.00( )
5
31.
7.4
1.7
3.0
.0
2.5
.0
.00( )
1.09(S)
.22(S)
.00(S)
.81(S)
.00( )
5
36.
7.2
1.7
2.9
.0
2.5
.0
.00( )
1.08(S)
.20(S)
.00(S)
.79(S)
.00( )
5
41.
7.1
1.7
2.8
.0
2.5
.0
.00( )
1.07(S)
.18(S)
.00(S)
.77(S)
.00( )
5
46.
6.9
1.7
2.7
.0
2.5
.0
.00( )
1.06(S)
.16(S)
.00(S)
.76(S)
.00( )
5
51.
6.8
1.7
2.6
.0
2.5
.0
.00( )
1.05(S)
.14(S)
.00(S)
.74(S)
.00( )
5
56.
6.7
1.7
2.5
.0 -
2.4
.0
00( )
1.04(S)
.13(S)
.00(S)
.72(S)
. 00 (
)
6
1.
6.5
1.7
2.4
.0
2.4
.0
00( )
1.03(S)
.11(S)
.00(S)
.71(S)
.00(
)
6
6.
6.4
1.7
2.3
.0
2.4
.0
00( )
1.01(S)
.09(S)
.00(S)
.69(S)
.00( )
6
11.
6.1
1.7
1.9
.0
2.4
.0
00( )
1.00(S)
.08(S)
.00(S)
.67(S)
.00( )
6
16.
5.8
1.7
1.6
.0
2.4
.0
00( )
.99(S)
.07(S)
.00(S)
.66(S)
.00( )
6
21.
5.5
1.6
1.4
.0
2.3
.0
.00( )
.98(S)
.06(S)
.00(S)
.64(S)
.00( )
'6
26.
5.2
1.6
1.2
.0
2.3
.0
00( )
.97(S)
.05(S)
.00(S)
.63(S)
.00( )
6
31.
5.0
1.6
1.0
.0
2.3
.0
.00( )
.96(S)
.04(S)
.00(S)
.61(S)
.00( )
6
36.
4.8
1.6
.8
.0
2.3
.0
.00( )
.95(S)
.03(S)
.00(S)
.59(S)
.00( )
6
41.
4.7
1.6
.7
.0
2.3
.0
.00( )
.93(S)
.03(S)
.00(S)
.58(S)
.00( )
6
46.
4.5
1.6
.6
.0
2.3
.0
.00( )
.92(S)
.02(S)
.00(S)
.56(S)
.00( )
6
51.
4.4
1:6
.5
.0
2.2
.0
00( )
.91(S)
.02(S)
.00(S)
.55(S)
.00( )
6
56.
4.3
1.6
.4
.0
2.2
.0
00( )
.90(S)
.02(S)
.00(S)
.53(S)
. 00 ( )
7
1.
4.2
1.6
.4
.0
2.2
.0
.00( )
.89(S)
.01(S)
.00(S)
.52(S)
.00( )
7
6.
4.1
1.6
.3
.0
2.2
.0
00( )
.88(S)
.01(S)
.00(S)
.50(S)
.00(
)
7
11.
4.1
1.6
.2
.0
2.2
.0
00( )
.87(S)
.01(S)
.00(S)
.49(S)
.00(
)
7
16.
4.0
1.6
.2
.0
2.2
.0
00( )
.86(S)
.01(S)
.00(S)
47(S)
.00(
)
7
21.
3.9
1.6
.2
.0
2.1
.0
00( )
.85(S)
.01(S)
.00(S)
.46(S)
.00(
)
7
26.
3.9
1.6
.1
.0
2.1
.0
00( )
.83(S)
.01(S)
.00(S)
.44(S)
.00(
)
7
31.
3.8
1.6
.1
.0
2.1
.0
00( )
.82(S)
.01(S)
.00(S)
.43(S)
.00( )
7
36.
3.8
1.6
.1
.0
2.1
.0
00( )
.81(S)
.00(S)-
.00(S)
.41(S)
.00( )
7
41.
3.7
1:6
.1
.0
2.1
.0
.00( )
.80(S)
.00(S)
.00(S)
.40(S)
.00 ( )
7
46.
3.7
1.6
.1
.0
2.0
.0
00( )
.79(S)
.00(S)
.00(S)
.38(S)
. 00 ( )
7
51.
3.7
1.6
.1
.0
2.0
.0
00( )
.78(S)
.00(S)
.00(S)
.37(S)
.00( )
7
56.
3.6
1.5
.1
.0
2.0
.0
00( )
.77(S)
.00(S)
.00(S)
.36(S)
.00( )
8
1.
3.6
1.5
.0
.0
2.0
.0
00( )
.76(S)
.00(S)
.00( )
.34(S)
.00( )
8
6.
3.5
1.5
.0
.0
1.9
.0
.00( )
.75(S)
.00(S)
.00( )
.33(S)
.00( )
8
11.
3.5
1.5
.0
.0
1.9
.0
00( )
.74(S)
.00(S)
.00( )
.32(S)
.00(
)
8
16.
3.5
1.5
.0
.0
1.9
..0
.00( )
.73(S)
.00(S)
.00( )
.30(S)
.00(
)
8
21.
3.4
1.5
.0
.0
1.9
.0
00( )
.72(S)
.00(S)
.00( )
.29(S)
.00(
)
8
26.
3.4
1.5
.0
.0
1.8
.0
00( )
.71(S)
.00(S)
.00( )
.28(S)
.00(
)
8
31.
3.4
1.5
.0
.0
1.8
.0
00( )
.70(S)
.00(S)
.00( )
.26(S)
.00(
)
8
36.
3.3
1.5
.0
.0
1.8
.0
.00( )
.69(S)
.00(S)
.00( )
.25(S)
.00(
)
8
41.
3.3
1.5
.0
.0
1.8
.0
.00( )
.68(S)
.00(S)
.00( )
.24(S)
.00( )
8
46.
3.3
1.5
.0
.0
1.7
.0
.00( )
.67(S)
.00(S)
.00( )
.23(S)
.00( )
8
51.
3.2
1.5
.0
.0
1.7
.0
00( )
.66(S)
.00(S)
.00( )
.22(S)
.00( )
8
56.
3.2
1.5
.0
.0
1.7
.0
.00( )
.65(S)
.00(S)
.00( )
.20(S)
.00( )
9
1.
3.1
1.5
.0
.0
1.6
.0
.00( )
.64(S)
.00(S)
.00( )
.19(S)
.00( )
9
6.
3.1
1.5
.0
.0
1.6
.0
.00( )
.63(S)
.00(S)
.00( )
.18(S)
.00( )
9
11.
3.0
1.5
.0
.0
1.5
.0
.00( )
.62(S)
.00(S)
.00( )
.17(S)
.00( )
9
16.
3.0
1.5
.0
.0
1.5
.0
.00( )
.61(S)
.00(S)
.00( )
.16(S)
.00( )
9
21.
2.9
1.5
.0
.0
1.5
.0
00( )
.60(S)
.00(S)
.00( )
.15(S)
.00(
)
9
26.
2.9
1.4
.0
.0
1.4
.0
.00( )
.59(S)
.00(S)
.00( )
.14(S)
.00(
)
9
31.
2.9
1.4
.0
.0
1.4
.0
.00( )
.58(S)
.00(S)
.00( )
.13(S)
.00(
)
9
36.
2.8
1.4
.0
.0
1.3
.0
00( )
.57(S)
.00(S)
.00( )
.12(S)
.00(
)
9
41.
2.8
1.4
.0
.0
1.3,
.0
00( )
.56(S)
.00(S)
.00( )
.11(S)
.00(
)
9
46.
2.7
1.4
.0
.0
1.3
.0
00( )
.55(S)
.00(S)
.00( )
.10(S)
.00(
)
9
51.
2.7
1.4
.0
.0
1.2
.0
00( )
.54(S)
.00(S)
.00( )
.10(S)
.00(
)
9
56.
2.6
1.4
.0
.0
1.2
.0
.00( )
.53(S)
.00(S)
.00( )
.09(S)
.00 (
j
10
1.
2.5
1.4
.0
.0
1.1
.0
00( )
.52(S)
.00(S)
.00( )
.08(S)
.00( )
10
6.
2.4
1.4
.0
.0
1.0
.0
00( )
.51(S)
.00(S)
.00( )
.07(S)
.00( )
10
11.
2.3
1.4
.0
.0
.9
.0
00( )
.50(S)
.00(S)
.00( )
.07(S)
.00( )
10
16.
2.2
1.4
.0
.0
.8
.0
00( )
:49(S)
.00(S)
.00( )
.06(S)
.00( )
10
21.
2.2
1.4
.0
.0
.7
.0
00( )
.48(S)
.00(S)
.00( )
.05(S)
.00( )
10
26.
2.1
1.4
,0
.0
.7
.0
.00( )
.47(S)
.00(S)
.00( )
.05(S)
. 00 (
)
10
31.
2.0
1.4
.0
.0
.6
.0
.00( )
.46(S)
.00(S)
.00( )
.05(S)
.00(
)
10
36.
1.9
1.3
.0
.0
.6
.0
00( )
.45(S)
.00(S)
.00( )
.04(S)
.00(
)
10
41.
1.9
1.3
.0
.0
.5
.0
00( )
.44(S)
.00(S)
.00( )
.04(S)
.00(
)
10
46.
1.8
1.3
.0
.0
.5
.0
00( )
.43(S)
.00(S)
.00( )
.03(S)
.00(
)
10
51.
1.8
1.3
.0
.0
.4
.0
00( )
.42(S)
.00(S)
.00( )
.03(S)
.00(
)
10
56.
1.7
1.3
.0
.0
.4
.0
00( )
.41(S)
.00(S)
.00( )
.03(S)
.00( )
11
1.
1.7
1.3
.0
.0
.3
.0
00( )
.40(S)
.00(S)
.00( )
.03(S)
.00( )
11
6.
1.6
1.3
.0
.0
.3
.0
00( )
.40(S)
-.00(S)
.00( )
.02(S)
.00( )
11
11.
1.6
1.3
.0
.0
.3
.0
00( )
.39(S)
.00(S)
.00( )
.02(S)
.00( )
11
16.
1.6
1.3
.0
.0
.3
.0
00( )
.38(S)
.00(S)
.00( )
.02(S)
.00( )
11
21.
1.5
1.3
.0
.0
.2
.0
00( )
.37(S)
.00(S)
.00( )
.02(S)
.00( )
11
26.
1.5
1.3
.0
.0
.2
.0
00( )
.36(S)
.00(S)
.00( )
.02(S)
.00( )
11
31.
1.5
1.3
.0
.0
.2
.0
00( )
.35(S)
.00(S)
.00( )
.01(S)
.00( )
11
36.
1.5
1.2
.0
.0
.2
.0
00( )
.34(S)
.00(S)
.00( )
.01(S)
.00(
)
11
41.
1.4
1:2
.0
,0
,2
.0
00( )
.33(S)
.00(S)
.00( )
-. .01(S)
.00( )
11
46.
1.4
1.2
.0
.0
.2
.0
.00( )
.33(S)
.00(S)
.00( )
.01(S)
.00( )
11
51.
1.4
1.2
.0
.0
.1
.0
00( )
.32(S)
.00(S)
.00( )
.01(S)
.00( )
11
56.
1.4
1.2
.0
.0
.1
.0
00( )
.31(S)
.00(S)
.00(.)
.01(S)
.00( )
WATER'S EDGE (RICHARDS LAKE FILING 2)
100-YEAR EVENT FILE: WatersEdgeFina1110.IN STANTEC; 4/23/07
*** PEAK
FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ***
*** NOTE
:S IMPLIES
A SURCHARGED
ELEMENT AND
:D
IMPLIES A
SURCHARGED
DETENTION
FACILITY
T�1z REa'b
CONVEYANCE PEAK
ELEMENT:TYPE
STAGE
STORAGE
TIME
W�Cv Fat ►OO�YIb
(CFS)
(FT)
(AC -FT)
(HR/MIN)
_ �-
100:3
528.0
(DIRECT
FLOW)
0
35.
101:2
1.8@W
.0
1.6:D
2
3.
110: 2
3.2
Ourfb . 0
} 22.6: D
8
51. -'>
2.7( aC4 2Q• 86 At. 'Ff
200:3
28.6
(DIRECT
FLOW)
0
35.-
201:2
4.8
.0
1.3: D
1
46.
Pq�{d �(0
202:2
29.8
1.2
0
35.
203:2
29.7
.1.2
0
35.
204:2
107.9
2.6
0
35.
205:2
189.7
2.8
0
35.
206:2
221.1
3.1
0
36.
207:2
220.2
3.1
0
35.
208:2
140.3
3.2
0
35.
209:2
167.9
2.6
0
35.
210:2
30.2
1.2
0
35.
211:3
7.7
(DIRECT
FLOW)
2
0.
300: 2
37.3
0
l . 5: D
0
51. a O,
36 ac {^F --s $�tt
301:2
2.9
.0
1.5:D.
2
3.
305:3
63.4
(DIRECT
FLOW)
0
35.
501:2
5.8
.0
.5:D
1
B.
do
510:3
3.2
(DIRECT FLOW)
8
51.
600:2
78.4
2.1
0
35.
700:3
32.8
(DIRECT FLOW)
0
35.
800:2
119.8
2.8
0
35.
900:2
17.8
1.0
0
35.
901:2
36.0
1.4
0
35.
902:2
26.1
1.2
0
34.
ENDPROGRAM PROGRAM CALLED
Stage - Storage Calculations
pON!) /to
Contour
Area
Vertical
Elevation
(sq ft)
Increment
Incremental
Cumulative
Cumulativ
(tt)
(ft)
Volume (cu
Volume
a Volume
ft)
(cu ft)
=(ieft)
5050
0
5051
35219
1
17610
17610
0.40
5052
82248
1
58734
76343
1.75
5053
126427
1
104338
180681
4.15
5054
129878
1
128153
308833
7.C9
5055
133151
1
131515
440348
10.11
5056
136394
1
134773
575120
13.20
5057
139605
1
138000
713120
16.37
5058
142847
1
141226
854346
19.61
5059
151962
1
147405
1001750
23.00
5059.54
156915
0.54
83397
1085147
.24 91.
LID TABLE
New Impervious Area 2,085,187 sf
Required Minimum Impervious Area to be Treated (50% of Imp. Area) 1,042,593 sf
Area Treated by Rain Garden LID
Pond 101(Basin 1-4) 103,586 sf
Pond 201( Basin23-28) 164,787 sf
Pond 301(Basin 29-33) 174,044 sf
Pond 501(Basin 34-35) 52,668 sf
Pond 300 (Basin 43-50) 326,513 sf
Total Impervious Area Treated 821,598 sf
-s--`:a'_y"3" i 5 '' v'-3—F 61''>• s.+a. ,ti ✓7`va •s �X ,--�-rcry
Percent LlD Treatme it4Prowde_d;By Ram�Gard_ens�- , w ,� "W ;{ � }� 39%
Multi -Family Development Area
New Pavement Area 19,858 sf
Required Minimum Area of Porous Pavement (25% of New Pvmt. Area) 4,965 sf
PRIVATE AREAS
Area of Paver Section #1 (Community Area only) 1,408 sf
Run-on area for Paver Section #1(up to 3:1 is permitted) 1,890 sf
Area of Paver Section #2 (Multi -Family) 3,676 sf
Run-on area for Paver Section #2 (up to 3:1 is permitted) 3,320 sf
TotalTP11
orous Pavemeni Area f4� Site n*�'" ,33�Xr, , �rh� xr 5'084sf``
Allowable Run on Area for Site`"� - �` '.t'` <' �21,
' �
z� , 15,252 sf "a
hax�lr"a�Vt {-�-iv .-(,, k•`,,,,,
Total.Run on -Area Utilized forSite�.`: F.r w ',Fu r.1 5,210 sf
0 4 et e h it LID Treatment�Provide dsby Por6Us i
Pavers + r � r
TOTAL PERCENTAGE OF IMPERVIOUS AREA TREATED BY ALL<METHODSE
PMM=r, IAJ?f-7-Y(Z-5
1.
i
DATE /;z A / /-�— I
PACIM (W
DOMMMOR RSV14,9Z :SriPXrat L
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc
Storm L Culvert Flow
Invert Elev Dn (ft)
= 5069.50
Pipe Length (ft)
= 39.66
Slope (%)
= 1.99
Invert Elev Up (ft)
= 5070.29
Rise (in)
= 18.0
Shape
= Circular
Span (in)
= 18.0
No. Barrels
= 1
n-Value
= 0.014
Culvert Type
= Circular Concrete
Culvert Entrance
= Groove end projecting (C)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft)
= 5072.85
Top Width (ft)
= 25.00
Crest Width (ft)
= 5.00
aw(r.)
sonm
SMOG
6071.00
Yi71M
S 3.w
s763m
Storm L Culven Flow
C'val.r w X L a k
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Friday, Jan 29 2016
= 2.55
= 11.46
= (dc+D)/2
= 2.55
= 2.55
= 0.00
= 1.93
= 3.83
= 5070.55
= 5070.90
= 5071.12
= 0.55
= Inlet Control
-229
Ruch (e)
L
I PRWwr
GI IEEE RPMUMTHM
�aII G R3 t
DAM
PAGE OF
D6BCRIP'fl0lC S i o s w .a-�rc C N �f-3 �
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Sidewalk Chase (Basin
35)
Rectangular Weir
Crest
= Sharp
Bottom Length (ft)
= 4.00
Total Depth (ft)
= 0.80
Calculations
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 8.20
Depth (ft)
1.00
0.50
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Sidewalk Chase (Basin 35)
Friday, Jan 29 2016
= 0.72
= 8.200
= 2.89
= 2.83
= 4.00
Depth (ft)
1.00
0.50
MI
-0.50
0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5
Weir W.S. Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Sidewalk Chase
(Basin 35)
Rectangular
Bottom Width (ft)
= 4.00
Total Depth (ft)
= 0.80
Invert Elev (ft)
= 1.00
Slope (%)
= 2.00
N-Value
= 0.015
Calculations
Compute by:
Known Q
Known Q (cfs)
= 8.20
Elev (ft) Section
2.00
1.75
1.50
1.25
1.00
0.75
Friday, Jan 29 2016
Highlighted
Depth (ft)
= 0.34
Q (cfs)
= 8.200
Area (sqft)
= 1.36
Velocity (ft/s)
= 6.03
Wetted Perim (ft)
= 4.68
Crit Depth, Yc (ft)
= 0.51
Top Width (ft)
= 4.00
EGL (ft)
= 0.91
.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Reach (ft)
Depth (ft)
1.00
0.75
0.50
0.25
M
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F r
�
—
LEGEND'
RPRM
NSILLNO
MOMBLE
EX. CETEHINN CAME
DEPTH cMCF
(SEE CfTM 91EFT
m)
Mom.
JYA U.IR-OLIO'[ 'r
�ACMD UM IN
^ �MG���� I`NMMca0\� \ 1 PUSHEDCF YT FENCE) EFAMWM III
N/. •� •/': /ar RelUMw.� \l\ \`IlY1,iFR OSECT Dan
.-IIII �II II I
ISO
_ifR DRIVE _ ——TRAIXNS MANEF )\ \ \Ip KI I MINI
CENEE EPI
��
- 13I, yq y1 'LNYj _p1
I �. D M M. 2 1tl-' - Nj JI II_ 71 pli
n _ �_ 1- ,�I �. f T ulA.1 MI�� — alb 11'1li
_ -L 4 �I� I' —� III
III
I— J I141IIllIII
L LLAMGOIAQ LJ� >I1LMr�.I,l lI f�alg—��� —� ili�IHill
YA
�A
11
II
�;II
:^r
rt
N ylctF '�yBMse'
�)�dI MRC
I`
LIFTS B WMY
- M . I r E A,
(CONITACTORUSE CpPAC1fDAilE1 N
IN PLACE CE AT In
Fil -T-T-T
-- L L.L AI 11L ,L AI 11 J
SEEK LNVT nON
AaN
MMINIv
ME
;wIr <m.1rr.Mv
..wx��x`SI <g"".Il
wnE
ON _g
SAM_ I S 0, _� IaF�D ao
wimium M SETm
e.V;sv AW : xw1=D�wwwMM Nra.'i "nN.r==""®LN.
AMamocr ""..z. ..,,E TO N,.L Mx[rx: o:wTR INN, x'nw ON ALL tR
GEE DIDERM NOTIFICATION
CENTER OF COLORADD
1-800.9224987
otm2litle a Di" E
MIF®Le�
"' /
RIGHT-OF-WAY
pNCVOSOSFO pNOPEa1v LINE
i(6ElI
LIMITS OF CONSRNCTNM
PROPOSED FLOYEIAC
7sit
10
NEW INDEX CONTOURS
E
—II
NEW INXE NAM CONTOURS
NEW STORM MAIN STEP MANHOLE
--
ENSURE STORM [PAN
—
PROPOSED SWALE
DIRECTOR OF FLOW
CMCPNK
9PEL
®
VEHICLE CRACKING PAID
AREA I
FOND
SF
SILT PENCE M STRAW WATTLES
OhR P5
—�
CONSTRUCTION EENCF
'• IIII
®
YOIEXTLF LINED
L
®
IOU M WATER WATER SURFACE
MI WATER SURFACE
®®
RIPRM
.�
EXOSM GM Fame
-,
FATIGUE NUT FILTER
e�I
.
#00NMI We
HE WATTLE cXEQ DAM
•
18 WATRF INIFi RL2R/Wllfr MARC. fIITER
MAN
III
1FMPGLMY OV£R9M q1M
WMWNT TRAP
ER
FUEL a STORAGE LOCATION
OMAW
LOCATION
I
Pr
PMTMIf TOIET LCCATON
®
C[IKNETE WASHOUT LOCATION
TOPSCL STCIXRIE LOCATION
KEY
NOTE LEGEND
OSILT
FENCE OR STRAW NNTRES SHALL BE INSTALLED MOUND BLCCNS AS
SNONH.AFTERUTILMYNIDSTREETCp
STRUOTIONANDGRADINGIS
COMPLETE. THE EROSION MEASURES WILL BE INSTALLED )AHME
CONSTRUCTION HILL NOT BE DEVELOPED FM AN EXTENDED PERIOD OF TIME.
1
City of Fort Collins, Colorado
THESE PLANS HAVE BEEN REVIEWED BY THE LOEN-
UTILITY PLAN APPRQVAL
ENTITY FOR CONCEPT ONLY. THE REVIEW DOES NOT
IMPLY RESPONSIBWTY BY THE REVIEWING
Dote
DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE
CNy EIq"MN
LOCAL ENTITY FOR ACCURACY AND CORRECTNES OF
Iry OaM
THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES
NOT IMPLY THAT OUANTITIES OF ITEMS ON THE PUWS
Wakr 8 WGneWGter
BY
Dote
UNEW
SHAARE LLNOTNAL DE COSNTRIES TRUED RINOANYED. THE REASONAS
BI *ater Utility
FINANCIAL SQUUANm1ES
�:
�°
LOCAL ENTRY FOR ADDITONALOF ITEMS
Port & Rmr9 ON
SHOWN THAT MAY BE REQUIRED DURING THE
By
DPte
CONSTRUCTION PHASE.
TrDFR� EnoineN
H
w
ED
LL
Z
3
EOEEdD
O
LW7
DO
U
�
E
m
3
N-
m
,a pQo"acc s'wr„y
,f$pa�`�,O, RYenC`,P4
SO,
/40251it
� it
g$A pgg
OC l W
"b,%ONAL.110
PnYH NONNI 187010190
rM MnIN t01 Te-IMs
wMY s
�. cNe MN. n.wM
DIBWBIBND. C-140
ReviNDn SINK
0 12 of 147
IWO STRAW HA9 S. EMBEDDED AND
INTERVALS MORE HE
HOWT IS ExL M
OF
� I tallti`•
,1� III India._ JL 1
- S n -
"a-1
[alma momq I. IMASAECT,REPAR, AND RERAQ (IF NECESSARY) SEE
TIT£ FILIWS AFTER GOI SINN EK T,
2.Y WATTLES MUST BE REPLACE) AFIEF 12
PITHS UNLESS APPROVAL IS GRAHITED BY THE
MN EERING DIM90N FOR LONGER USE
10.GSE REFER TO FOLLOWING ell WL M FOR
ADMTWAL WATTLE INFORMATIM AND INSTALAPd
NOTES AND DETAILS: mrw.nernaamm mmeva wines pm
CURB INLET
O
GRAVEL FILTER
(APPROX. 3/4' DIA)
WIRE SCREEN*
A (APPROX. 1/2' MESH) BLOCK
A
O 2'x4' WOOD SPUD
OVERFLOW FILTERED WATER
RUNG
WiRE SCREEN CURB MIST
GRAVEL FILTER
WiRE SCREEN 2'x4' HOOD STUD
PLAN VIEW SECTION A
GENERAL NOTES: A
L INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT,
REMOVE SEDIMENT WHEN ME HALF OF ME FILTER DEPTH
HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED
IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER
FILTERING MEASURE.
2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED
FROM TRAVELED WAY OF ROMS.
EROSION CONTROL CURB INLET GEML FILTER a
,r..tlper.R01WA..'
. 50AVATAVAVATAVAT
TATy,IF
...
VAI
iIII
A'
iO...,....r..VAT,
.
1111
J.A.
.0
0 - CEO = STATE CLASSIFICATION FOR NOMINAL
STM SITE,
ALL EDGES VILL BE 'TOED' INTO ABOVE DIMENSION.
IF RIP -RAP TO BE GROUTED
GROUT SHALL BE IN ACCORDANCE TO
ASTMC1107-LATEST REVISION.
GROUT SHALL BE VIBRATED M PLACE.
TOPS OF EXPOSED RIP -RAP VILL BE
VET BRIISWD MO CLEANED W MEDUT
TO EV03E RIP -RAP COLOR,
STNICAROEROMMA1100EDI TCONTROL
CONMUOIpNp moms
Beplrnnr, deco
(14 Tlwxofim cmbd F•Ieda muYMnr4fetlyls•a MmN-Iw [IA)nwnpivmmycmLruakn on
sea Me.
RJ nM1 rural be m early Won ing a[BNry mFM• 00 leas J "Mal an the accepted pima.
(34 Al appeal onmdr silt and cma0ucbn Dancing deal Y installed Peter Is my MM don ftN edirvey
(M kMn9 sNmmg, paling I At &W "uI xosm COMM meewm Ntll be inlWIW at *a
µ is eIme In The conam[tim s,wmI... ndmI in red wardoo E pmje sNa W. cm W[bn
totsm and a Orion [mwlrarm.
to M All noses oul Cms",bi the D Www ANNY ma bed For panning and cm iN ortie
Yo m coma rag Meepng ma pWaly ven[iNly xemtl io asm mints®wMLbnn ixilrmt TM
OnNme'shall tlm Y respnslge binsplYrp •M m•FbFllq •l rmlwr MM YCEWa stain
brY.
(6J RwryslrrrWnarepdalim anYl bepaCCbdmtlrWimtl MrrmrrvarAfa. RmnoW adfuWmeoD
Ms tones l
practical
Petro l atim mqe x®tsj rwluirMb Mrmdiew crosWtlpn cpxedma, mtllm
Period hipurp
lOJ se soft etm smartcong
riots dsm Munich iy orapng among .onMylnalc dma.Acckatirg Rinq
aF) shall In x � in a rougM1mN cmdDm M riWng Or dealing along IaM cmmurs until mulct,
vyMtlion n o u permenml xmim could RMpsm lnneYd Na son@ n area send p ate requeM
tl pomwry sneermpm Nlgwaq Mnd dmrM gkh.f Drat Mm) (a01aryl Mbwrearrys
tmporay or prmanaM emtim [mbd IS g. TealmkM1, ImdedFg •rCJ i[ nsbb4 unless dMrvnw
" OrtapprowneMq IAore vow my
pJ mtoo -I.d p MYLMrvaMnn Moran maw n
lal B coo r rvnw 131wwlra anJ sew [n tort n ten
tl J y eJ -yno Jnmemu tilts IFwJ 1 - mot
m m[
@I Rome, as awarrnn:d by Me oam..Melse asMlnmsWnu nJn9 eismReJ.m.s.m wRxiorMv seGme
(C) NO f"m W all Me has own so Frcrently 4eb4.I is dOWMMW by the groom cored
reJ MM mrmy eewnm cmo-a me0weeS ore mmoad Me Dxtloer Nell he legwns4le far the clean
up and IOseled 11IN Wmen and Jaen Tom all Mona, nnaebucmle zed Mer pal Iaahes.
(9J Tie COMACUS lnalEmedMNy Clem opal wnCnClm mdmWawbmisaly6pabdm evNrp
vdmNyapumcrgMi Mw.r..ndm.xeern iM1ena andw4mYa.m [Mn.axm.
mdofm[F wotingM.
OgJ uwM1und CedIsotope SOaMM More Parts rwdwry s any SALT, M tJnt aIM Wpowo cal
and twain aonn (mewae men raeass mro am emirs seas unadr smin
PU no asound,
zmapife ilYra�ed Un OO)terUn ate gm. An wl4odpnm deeTMpMwma tan aYrmam
EST Mestamwee"durse c epeaay 0 dlmgon lwnR WIN to msmree and 4am order Tres w 11 be cleaned
upon ConpbnonWthe propel and bekre mmng Me honom.noe won to Its Garprw yur
Hm MWSAsswradm WOAT.
(tor.) City 0.enance and Wood Discharge Pant Syaam(CORSI reW"e cats maed unawlul 10
dntlra p Or slow Me dschxq of any Fu l u cmmmmnae water tan Cmamcnm cram.
PoIIumMsIncluds but are not l' ed lO discarded bW Thin maxwous concrete Imch washout cnamieas
oil and toe mwun: Imx, and smnric w,d, The darymer tins at alines take Mrdxer m«sales
tithe proper mMainment and disposal Of poluedi on Me Alto n nowrdmw on
a" and all applicable localtele and federal mgulea
(14) aM1JgrarM areasneubspCviaedmsoeb[w[meencxannm w.[nnN. Tnnmeaenaibe
EmN cted so as m domain washMmwriel and located ar Iw4 fisy (50) MWe t away horn arty mnrey
wmcorsneshm V�nmcorryMm demervarm aN,ibns con [maremwasM merenalxCll tie
cm�d and pcpaly wedof Man term area CeiregnMorob
(I6J Tomsoelnet,W"OMdwsnammed Windmduolasoneormoe Of M'Mxrvnnp
s w,Vaoum Cunnd ON% III Mm,trhed and semonal unit Me Ms we wBici /yexbiimd
mbWm,ned bi the swim C mbg FspcCmr.(MNn L elmd CM finis MW.
(IT Below all salts Nwnepom,
D)) Alum drainage zeroes.
(') Amg lot wrirnwr.
(d.) ocher mwnm,.nnws4
(1eJ Canefimain Me edemaywmm.m:m[ama m..wMwb edemnmwnnii deawnmrMYpMm.
m. Drmpwr de.I Yq.m.d W.Iww mwrswW.wOrrMned nwew.ry,.s arxteegtin
CnpCwmy.
to av r.m[ aw. Or Mae navy �
SILT FENCB w mtw h r
1. Kish£ IRA him NOT SIWL BE Ito m
AT E4EItt ENRNNE/WT TO ME mNSIMICRW SIIF.
/ 2. VVICLE IDiego NOTpWL WIMNHm
AS NEEDED To PIEHNI AM' w1ERK FRpI BFEC
Iwcxm woo cox sMEEr.
3. SEIMW AND mTm w1ERML srum. rlROpvm
OR 1RWl:m oX10 mY SIME! MVL BE lM1ECl\mv
/ m row
l^�
- 3' ROOM
I Gin - 3/4' AURA tAYW
NO
7�.DOmm®...
._._._._._�_._._._._.._
nnam�
Y. ate..._._._._.._._._._._
e SILT FENCE OR STRAW WATTLES SMALL BE INSTALLED AROUND THE
PERIMETER OF BLOCKS AS SHOWN ON ME SWMP EXHIBITS. MEASURES TO
BE INSTALLED AFTER ALL (MMING. UTILITY INSTALLATION AND BINDING IS
CWM M. MEASURES SHALL BE INSTALLED AROUND BLOCKS MAT WILL
MMNN UNDEVELOPED FOR AN EXTENDED PERIOD OF TIME,
1. SITE OEBCIOPPM:
a. Single i margin family rwldwtkl construction Wlch consists of *v of grading, utility
work, roadway ems"ctim and the anstm Lion of detention prods.
I. The motor aclMtiw are planned F the fallowing sequana:
1. Clearing and GIuDDFg necesswy for pwimelw cmtrds
2. Fslallato of perknelw contras.
3. Demditlm of exkting structures
4. Ovedot gradng.
5. Grading of detention Pmde 110. Ooo. 101. MI. Mr. k 501.
6. Utility croslmcliw - Smllwy Seww, Storm Seww, Watw
T. Roadway construction
B. Stabilization, including seeding
9. Remowl of cmbal meawne
C. Me site contains opprozimotley 108.5 awe& All 108.5 apareas
we of the site
"posted to undwgo door" and/or grading, with some additionaloffeile grating taking
plea In Pond 110.
c. Rational 'C' = 0.20 before construction, Rational 'C' as 0.52 after construction. The
site Iles WAIF the Mo ale Rainfdl Erodibllity Zone and Low Wkd Erodblllly Zone pea the
City of Fort Cams zone maps. With Me existing site does of aaprodmaUly 1% to Mthe
n knprovemwls will be subjected to both wind Send rabrfall woekn.
caa. M %rfa�rn Iona wiur�ty wensts of ape m land. Before cmatmcCm. Me site
I. IDwe we no mtkopel pollution sour
ces Maine
will be no kle storage a discount;
an ells. lbws will ben chemiN storage on site.
g. Thwe will be anticipated cam-etamratw components of discharge.
ME The downstream rweiving water Is the Lwirnw and WSd Canty Cand. Storm water
hall from We developed portion of the site will be bmeported to Fla, on -site detention
prods by card AS gutter, pipes, Mannes, and ovedand Meet Bow.
11
2. SITE MAP:
a. See Drabage B Erosbn Conird Plan.
3. BMP'S FOR STI MWATER POL PM PREVENTION:
0. Erosion and Sediment CmbdR See Ermbn Control Notes and Sequmce Table (this
Meet).
b. Materials Handling and Spill Pro a trim: Measures should be undwlokM to control
building malwlals and State. and dleposol of excess asphalt and concrete to mwre thew
materida do not Ian We site and antes the detention ponds Wkh evmtudly outlet to the
No. 8 Ditch. Asphalt. Concrete, building materials, waste, and cleanup b ^products Mould
not be discharged Into the on -Bite caM inlets and storm saxes system or should They
mler the delwtion po r In the event of a all tram the site Into an on -site curb islet
w storm aeww ayslem, appropriate measures Mould be undertaken immediately to remow
the WNIW materials and prevent future wilk hen incurring.
4. FINAL STABILIZATION AND LONG-TERM STMMWAT MANAGEMENT:
0. Sw E OWW Control Notes this Meet for final dl lization meowrec to coned
pollutants M slormwler discharges.
5. OTHER CONTROLS:
0. Mwwrw Should be undertaken to remove excess waste products ham We site and
dispose of thew male mater is off -site in on oppropmte mmnw. In addition, measures
Mould be undwlakm to knit off -Ste roil tracking of mud dead debris eylllags from s ides
NuWng Me site. Mud and debris Mould not be tracked along roadways and allowed to enter
on-woteatn drainage ways which discharge ewnWolly into the Cache Lo Padre River.
6. INSPECTION AND MNNTENANM:
0. Iny tim Died mainlmance Mould be undertaken paran regular burns oubined OrBelton 6 of the Terms and Conditions of MeCDPS General Pwmlt.
Table 11.2.
Re MMm tied Spedm
and Application Rates of Seeds
for Temporary Vegetation and/or Cover Craa.
Specks
Seasm(1)
DNlel PGunda/Acre
Annual Rlegrow
Cod
20
Oats
cad
90
Coeal Rye
Cod
40
Most - Winter
COI
40
wheat - Spring
Cod
60
Barley
Cod
60
Millet
Warm
30
Hybrid Sudan
Warm
15
Sorghum
Warm
10
Coal wason grasses make their motor growth in
the spring. Warm season grasses
make their major growth
in late spring and summer.
Table MIT identifies planting
caters for poenniol and
lanpwary/cover crop grosses.
Table 11.4. Planting
Dales for Pweankl and
Temporary/CO Crop Grasses.
DAIS
PERENNIAL
TEMPORARY/COVER
GRASSES
CROP GRASSES
Worm Cool
Warm Cod
Jon 01 - Feb 28 Yee Yee
No No
Mm ON - May 15 Yee Yee
No Yea
May 16 - May 31 Yea No
Yee No
Jun ON - Jul 31 No No
Yee No
Aug 01 - Aug 31
No Yee
No Yea
SAID 01 - Sep 30 No No
No Yee
Oct ON - on 31 Yes Yee
No No
Mulching Mall be used to awist in establishment of vegetation. One w moreof Me
following mulches rural be used wits l o Danie dryland 9roes Need mixture,ar a
temporary vegetation or cover raw.
Mulch Acceptable Dales of May
Application Rate
Straw w Hay Jon 01 - Dec 31
1 1/2-2 tornal
rcar Mar 15
entral
1 /2-2
caulic
(ma�d
Erosion te a)blankets) Jon o5 - Dec 311
Not appll able/ac
Hay w straw mulch M011 be bee of noxious Feeds and at least 505 of me %i shall
be 10 Inches w more in length. Men seeding with native grad 9
hay from a native
grass Is a Wggested mulching mats If awilWo.
If imigalion is used, hydraulic mulches may be applkd from March
15 through Sep W.
Hay a Straw Mulch
1. Hay or straw mulch WYI be WO"ed to the Sol by one of
the following methods:
(a) A crimper which will orLnp Me Met four Inch" Or
more into the Noll. At least 5011 of the fibw
Moll be 10 inches or mac In INgi
(b) Manufactured mulch netting Installed one the hay
or straw according to monufacturere' belructlons.
(c) Ta iMs sprayed an Me mulch to the
mmulaturw's rnmmencaua.
CLASSIFICATION. AND GRADATION OF ORDINARY RIPRAP
RPIW
FOF tots!91WlFR
SH
1WT'
DESNlM1A
WE
DWI INF 4TF11 SOE
(a RV0)
(RT6)
O/Si M
5D IN
e5
m- m
a
0 - an
10
e
- 10
<1
CI
O/As ter
A -Ion
NO - m
M
3- 10
tl
12
2- ID
a
41A95 M
IN
IPe
SO - M
tits
'25 - m
m
Is
x - 10
10
CV54N
am
Ym
m- 10
A
35 - 50
sH
M
2 - 10
b
xM4vY - MM pANIK1E EQF. M IGS! m WN£M aF ME VA4 9WL BE STMLT fGYI ro p1 INNER 1MW 116
" BURY ON . TO I seE ROEE4 OR d MCI IF YW¢ ARE: sRPBt
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-92 ngi
YOU FOR x w OF aovArl[E
tow. a asaE OR EXAAVATE
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
City Engineer
Date
Water a wmkwakr Minty
DeY
W.
Slormwater Utility
OaY
BY:
Parke A Recreation
bats
EY:
Tr K ENimer
Oak
days
THESE PWIS HAVE BEEN REVIEWED By THE LOCAL
EMIIY FOR CONCEPT ONLY. ME RENEW DOES NOT
IMPLY RESPONSIBILITY BY ME RENEWING
DEPIMMEM, ME LOCAL ENTITY ENGINEER. OR THE
LOCAL ENTITY FOR ACCURACY ONO CORRECTNESS OF
THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES
NOT IMPLY THAT QOANTMES OF ITEMS ON ME PUNS
ARE THE FIN L. QUANTITIES REQUIRED. ME RENEW
SHALL NOT BE CONSTRUED IN ANY REASON AS
ACCEPTANCE CP HMNCUL RESPONSIBILITY BY ME
LOCAL WATT FOR ADDITIONAL QWNMIES OF ITEMS
SHOWN THAT MAY BE REOUIRED DURING THE
CONSTRUCTION PHASE.
O
J
y
H
W
a
GO
>0
W
N
O
0
M
GD
2
LL
Z
0
LU
LD
w
W
GO
J j
Ma
lat Z0
on
CD
ZQ
g OW
0 LOU
o H-
ci _ W Z
ap00 REpsro
vo
hP
;uac
143251
not
o-=
Wxy 'ONAi End'
prays N . 18MIO190
nth%M: Matsu alw
Of rL os
Jim. adw meat rr3Ym
OwfMBNo. C-141
J=i
0 13 of 147
HYDROLOGY TABLE
Serramonte Dr
-`. ;.•_'a-�.
I
---III _,-.w, a �(:� /� v!'• Y+'+...Z�F / 1
Zj
STNA 1
5 TYPE /' ABNA DNNIET
STN A 2
10 WOTTYPE R NLET
STIN A-3
COOT WIDE IT INLET
TINA1-1
10 TYPE I3 COMBINATION INLET
E7
6TN A1-2
COOT TYPE C'INLET
SIBN
COOT TYPE G' INLET
STIN A3,24
WIDE 'INLT
STIN A32.1
GOT
5 COOT TYPE NLET
STIN Ali-1
WPE'R'
SWOT TYPE'R'INLET
SIBIN
CLOT ' INLET
T
$TIN 31 Ai
I I II
Ali CDOTTYPE'R INLET
STIN A4-1
10 TYPE 13 COM BNATION INLET
STIN ASt
(N 1YPE 13 BINATON INLET
STIN A61
STIN A6-1-1
WCOOT TYPE W INLET
TINAT-1
YCDDT TYMW INLET
SUN B-1
20 COOT TYPE IT NLET
am 8.2
30 SOT TYPE R'INLET
STIN EIA
10C TTYPEWNLEF
5-11IN CII
15(21OTTYPE R INLET
STIN E1-1
Y=TTYPER'NLET
STIN E1-1-1
COOT ff`t 'INLET
STN E-1
10 CLOT W PE'R NLET
STIN E-2
10 CBOT TYPE'R' INLET
SINE-1
COOTTYPEC'INLET
SUN ELI
TCDOT TYPE R'NLET
STIN G3
5'CLDTTYPE'R'NLET
SIN 0-1
CUOTTYPEC'INLET
SRN N-1
5' COOT TYPE'R INLET
ST O-1
(5)TYPEI3COM8INATONINI-ET
STIN02
L5) TYPE I3CAMBINATIONINLET
SNIT R-1
TYPE 13 COMBINATION INLET
SUN R2
TYPE 13 CO MMMN INLET
NOTE: USE CLOSED MESH GRATE FOR ALL
COOT Tr 'C'INLETS
T-
l
T
-%� N �-
I � I
aj
a l m m I z
,:11a
.r -1. i..�i- .�
1\ GGR1 1dr�\U II lI Il i m n i anrx
In
1 IF.
, I--�_AI�al pl II —
fi
1
n I- Vp A IS 10 1_ 111 1
I I I I I I I 911 III--tJr- \ I iA• bi o I
r _ I --
1}-f -r: AI ILL-
___'_ _ '__ _y-y Emel
A� �a�
For
1 I 1 1 I III .ILL __.y y11 --J
a+Wo
aa��a3
I I 1 1 Myy,Posts,
P�
¢
IIDTA612
New lmpervious Nea
20R5,1st] so
Reaulreal Minimum Impervious Ama Dohs Treated (Mo11mp.Ma)
l,MA593 or
Area Treated by Min Owns Up
Pond 101(Mais 1-4)
DOI a
Pond Ml(1 1n2 M
164,787 0
Pond 301(Upon 2SHIR
I74,04141 at
Pond501(L:In3135)
5z666 sr
Pond300(Basin A}50)
325,515 N
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ULM at
Moment UD Treatment Pmaided MY Ram Gardens
39%
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New Pavement Area
19,059 at
Required Minimum Area of Porous Pavement 1251ii0 New Pvml Areal
0.935 at
p AT6AR6A5
Area of Paver Section #1(Community Area only)
Least at
Run-on area for Paver Setlian 91(up to 3a is pemmtedl
Latin
Area of Paver Section 42(Multi4amily)
3,625 at
Run-on area for Paver Section AD(up to 3:1 is perinflnedl
3,320 at
TOW Remus Pavement Area for Site
%W of
Allowable Run-on Area for Site
T5,i520
TOGA Rumors Area Utilized for Site
G2104
Percent U0Trea4neof ProNded by Polaus pavers
1%
TOTALPERCFNTAGEOFIMPER MARFAMM6 BYAHhE OM
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NOTES W z
1) SEE SHEET C-606 FOR TIE DETENTION POND DEPTH GAUGE N
DETAIL ?� U
02) POND 11D
REQUIRES 22.6
AC -FT OF
DETENTION AND
2.26 Ai BE
WOCV. POND
110 PROMDES
24.91 AC -FT OF
TOTAL VOLUME.
AS DESIGNED.
I
40 PNPGOYD INDEX COMMUR (DANM fIEY ]w'A iT
39 PROPOSED WIFAMmiAIE CW10W — 1 R scrava1
(DAFN azt, soot M
—(50401 USO NG MOER MAI1 — 5 FT 114IERY4
---(5039)--- [USING IN]DaLNAT CmaTouR — I FT INT vw
CALL UTIITY NOTIFICATION
CENTEROFCMORACO
7-800=9224987
S City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPRD£D
Oily Engineer Dab
CHECKED BY:
Water or WoebWabr Utility we
CHECKED N:
Stamwbr Utility Dab
CHECKED BY -
Palle a RNreolbn Dale
CHECKED BY:
Traffic DAimer Dale
CHECKED BY:
Environmental Planner Me
THESE PUNS HAVE BEEN RENEWED BY TIE LOCAL
ENTRY' FOR CONCEPT ONLY ME RENEW ODES NOT
IMPLY RESPONSIBILITY BY ME REAMING
DEPARTMENT. ME LOCAL ENTTY ENGINEER. OR ME
LOLL ENTITY FOR ACCURACY AND CORRECTNESS OF
THE CALCUTATIONS. FURTHERMORE, THE REVIEW DOES
NOT IMPLY THAT OUANTITES OF ITEMS ON ME PUNTS
ARE THE nW1 QUANTITIES REOUIRED. ME RENEW
SHALL NOT BE CONSTRUED IN ANY REASON AS
ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE
LOCAL ENTITY FOR ADDITIONAL QUAMRIES OF ITEMS
SHOWN THAT MAY BE REQUIRED DURING THE
CONSTRUCTION PRISE.
by
0
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Vy,0 C/S°,w'a�'g
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143251
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promit Herme, 187010190
w e e
rr3Mm
Dropping No, G-155
Raviebn Sheet
0 14 of 147