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FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR
THE GATES AT VVOODRIDGE
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FOURTH FILING PHASE ONE
FORT COLLINS, COLORADO
T:IDINC.
PROPERTY OF
Engineering
FORT COLLINS UTUSM
':MINC.
Engineering Consultants
209 S. Meldrum
Fort Collins, Colorado 80521
303/482-5922
FAX: 303/482-6368
August 17, 1995
Mr. Glen Schlueter
City of Fort Collins
Utility Services Stormwater
235 Mathews Street
Fort Collins, Colorado 80522
RE: Final Drainage and Erosion Control Study
The Gates at Woodridge Fourth Filing Phase One
Dear Glen:
We are pleased to submit to you, for your review and approval, this revised Final Drainage and
Erosion Control Study for the Gates at Woodridge Fourth Filing Phase One. This study includes
an interim detention pond.for the Woodridge development. All computations within this report
have been completed in compliance with the City of Fort Collins Storm. Drainage Design
Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have
any questions.
Respectfully,
RBD Inc. Engineering Consultants
Prepared by:
'
v :LevJ. 4
'
David K. Thaemert,
Water Resources Er
' cc:
1
Mr. Gary Berger
Reviewed by:
Kevin W. Ginger .;:.P. .
Water Resources Project Manager
' Denver303/458-5526
TABLE OF CONTENTS
DESCRIPTION PAGE
I.
GENERAL LOCATION AND DESCRIPTION 1
A. Location 1
B. Description of Property 1
II.
DRAINAGE BASINS 1
A. Major Basin Description 1
B. Sub -Basin Description 1
C. SWMM Revisions 2
III.
DRAINAGE DESIGN CRITERIA 2
A. Regulations 2
B. Development Criteria Reference and Constraints 2
C. Hydrological Criteria 3
D. Hydraulic Criteria 3
E. Variances from Criteria 3
IV.
DRAINAGE FACILITY DESIGN 3
A. General Concept 3
B. Specific Details 3
V.
STORM WATER QUALITY 4
A. General Concept 4
VI.
EROSION CONTROL 4
A. General Concept 4
B. Specific Details 5
VH.
CONCLUSIONS 6
A. Compliance with Standards 6
B. Drainage Concept 6
C. Storm Water Quality Concept 6
D. Erosion Control Concepts 6
REFERENCES 7
APPENDIX
VICINITY MAP
2
FOURTH FILING HYDROLOGY
3
DESIGN OF PHASE ONE SWALES.
14
GATES FOURTH FILING PHASE ONE-100-YEAR SWMM MODEL
20
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1
1
1
1
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TABLE OF CONTENTS (continued)
DETENTION POND 230
EROSION CONTROL
CHARTS, FIGURES AND TABLES
31
40
49
Total pages 54
0
I
' FL\'AL DRAINAGE AND
EROSION CONTROL STUDY
' FOR THE GATES AT WOODRIDGE
FOURTH FILING PHASE ONE
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
1
7
u
A. Location
The Gates at Woodridge P.U.D. is bounded by the future Harmony Road on the
west, Imperial Estates on the north, Webber Junior High School and Regency
Park PUD to the east, and by the Gates Second and Third Filings on the south.
The site location can also be described as situated in the Southwest 1/4 of Section
34, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins,
Larimer County, Colorado. The site location can be seen on Exhibit 1 in the
Appendix.
B. Description of Property
The Fourth Filing of the Gates at Woodridge contains approximately 43.1 acres,
more or less. Presently, the property is undeveloped. The property is being
proposed for planned unit development within the City of Fort Collins Zoning
District PUD, and will be developed consistent with the Gates First through Third
Filings at Woodridge. Native grasses presently cover the property. The
topography of the site generally slopes from west to east at approximately 1.5
percent.
DRAINAGE BASINS
' A. Major Basin Description
The proposed development lies within Basins 77, 79, 179, and 80 of the
' McClellands and Mail Creek Major Drainageway Plan prepared by Cornell
Consulting Company. A natural drainageway runs from west to east along the
southern edge of the project boundary within Basin 80.
B. Sub -Basin Description
' Runoff from Basin 79 and the upstream Overlook Fourth Filing is routed by open
channels and culverts along the northern boundary of the First through Third
Filings of The Gates, along the north side of Seneca Street past Webber Junior
' High School, and then along the east side of Regency Drive to the existing
1
downstream regional detention pond. Only a portion of SWMM sub -basin 79 will
be developed with Phase One; this portion includes rational method sub -basins 19,
' 20 (partial), 21A, 21B, and 24.
During the interim period prior to construction of the MountainRidge regional
t facilities, the small portion of the Gates Fourth Filing Phase One within Basin 77
will discharge to a temporary retention pond immediately downstream of the
phase line.
' C. SWMAZ Revisions
' The portion of the City of Fort Collins' SWMM model for a 100-year storm
event within the Mail Creek Basin --tributary to Seneca Street (conveyance element
24)--was updated to reflect field conditions, phasing, and proposed interim storm
' drainage system modifications.
Basins 75, 77 through 80, 86, 175, 179, 179, and 186 were added or updated to
' account for the presently developed Woodridge subdivisions (Overlook and Gates
First through Third Filings) and the proposed Overlook and Gates Fourth Filings
' Phase One. Conveyance elements 23, 26, 31, 34, 37, 44, 47, 49, and 230 were
also added or updated to be consistent with present and proposed conditions.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
' The City of Fort Collins Storm Drainage Design Criteria is being used for the
subject site.
' B. Development Criteria Reference and Constraints
' The 1990 Preliminary Drainage Report for Webber Junior High School states that
the channel and culvert system along the north side of Seneca Street and the east
side of Regency Drive was sized for undetained off -site 100 year developed
' runoff from Basins 79, 80, and 85. Recent SWMM analysis for Basins 79 and
80, by the City of Fort Collins, has determined that the existing channel, culverts
and Seneca Street (downstream of the subject site) will receive greater 100-year
' developed runoff than was originally anticipated. The 1991 Lidstone & Anderson
study indicated that the existing downstream improvements may not be adequate
to transport the entire 100-year developed runoff that could be produced from
' Basins 79, 80, 186, 86, and 176 at Seneca Street and the Woodridge east property
line. An additional detention pond will be constructed as part of the Gates Fourth
Filing. For Phase One of the Gates Fourth Filing, an interim detention pond will
' be constructed to satisfy downstream flow restrictions. According to the
1 2
' McClellands and Mail Creek Basin Master Plan, the limiting flow in the
downstream conveyance element (number 24) is 319 cfs.
' C. Hydrological Criteria
' The Rational Method for determining surface runoff was used for the project site.
The 2-year and 100-year storm event criteria, obtained by the City of Fort
Collins, were used in calculating runoff values. These calculations and criteria
' are included in the Appendix of this report.
D. Hydraulic Criteria
' All hydraulic calculations within this report have been prepared in accordance
with the City of Fort Collins Drainage Criteria and are also included in the
' Appendix.
E. Variances from Criteria
' No variances are being sought for the proposed project site.
IV. DRAINAGE FACILITY DESIGN
' A. General Concept
During the interim period prior to construction of the MountainRidge regional
' facilities, the on -site runoff produced by the northern portion of the Gates at
Woodridge Fourth Filing Phase One will discharge to a temporary retention pond
immediately downstream of the phase line.
' All remaining on -site runoff produced by the proposed development of the Gates
at Woodridge Fourth Filing Phase One will flow southeasterly to an interim
' detention pond 230, then to the existing drainageway along the north side of
Seneca Street and eventually arrive at the Regency Park regional detention pond
22. This proposed detention pond 230 addresses the downstream flow restriction
' of 319 cfs along Seneca Street per the basin master plan. The undeveloped
phases of the Gates Fourth Filing will continue to follow historic drainage
patterns. The proposed drainage and grading plans are included in the back
pocket of this report.
B. Specific Details
1 The Gates at Woodridge Fourth Filing has been broken down into 10 subbasins:
19, 20, 21A, 21B, 22A, 22B, 23, 24, 26, and 27. These subbasin designations
' correspond to the basin designations of the Preliminary/Master Drainage Study
1 3
I
' for the Woodridge development. Only sub -basins 19, 21A, 21B, and parts of
sub -basins 20, 23, and 24 are included in the Gates Fourth Filing Phase One.
' Runoff from basins 20, 21A, and 21B will be directed to Rolling Gate Road and
will travel south-easterly to sheet flow toward the interim detention pond.
1 Runoff from Basins 19 and 23 will flow directly overland to the regional channel
and continue to the interim detention pond 230. Sidewalk crossings will be
' installed over the trickle channel as required.
Storm water runoff collected in the proposed detention pond will be directed
' easterly to the existing 42-inch culverts immediately north of Seneca Street at the
Woodridge east property line. As detention exceeds elevation 5115.5, additional
overflow to the south and east (into Seneca Street and the adjacent channel on the
' north side of the street) will occur. The pond discharge travels via open channels
and additional 42-inch culverts to the existing regional detention pond at Wake
' Robin Lane and Regency Drive. Note that the peak runoff in the Seneca Street
conveyance element (number 24) is approximately 315 cfs, less than the allowable
319 cfs according to the basin master plan.
' The existing downstream culverts, open channels and streets have the available
capacity for the Gates at Woodridge Fourth Filing Phase One.
V. STORM WATER QUALITY
' A. General Concept
Beginning in October 1992, the water quality of storm water runoff was required
' to be addressed on all final design utility plans. The Gates at Woodridge Fourth
Filing Phase One is anticipating construction beginning in Fall 1995. Therefore,
for this project, we have sought to find various Best Management Practices for
' the treatment of storm water runoff. The Gates Fourth Filing Phase One will be
providing grass swales and grassed detention or retention ponds. These grass -
lined features will provide a mechanism for pollutants to settle out of the storm
' water runoff as runoff is directed to the McClellands Basin Drainageway.
VI. EROSION CONTROL
A. General Concept
' This development lies within:the High Rainfall Erodibility Zone and the Moderate
Wind Erodibility Zone per the City of Fort Collins zone maps. The potential
exists for moderate erosion problems after completion of the Fourth Filing Phase
' One improvements, due to some existing and proposed site slopes of greater than
1 4
1
I
2 percent. It is also anticipated that the project site improvements will be subject
to both wind and rainfall erosion before new vegetation can take hold or before
the new residential lots are developed.
The Erosion Control Performance Standard (PS) during construction for this
project was computed to be 82.7 percent per the criteria in the City of Fort
Collins Erosion Control Reference Manual for Construction sites. The
Effectiveness (EFF) of the proposed erosion control plan was calculated to be
85.3 percent. Therefore, the erosion control plan below meets the City of Fort
Collins' requirements. A copy of the calculations has been included in the
Appendix. An erosion control escrow cost estimate of $36,225 is also included
in the Erosion Control section of the Appendix.
B. Specific Details
After the overlot grading has been completed, all disturbed areas not in a roadway
or greenbelt area shall have temporary vegetation seed applied. After seeding,
a hay or straw mulch shall be applied over the seed at a rate of 2 tons/acre
minimum, and the mulch shall be adequately anchored, tacked, or crimped into
the soil.
Those roads that are to be paved as part of the Fourth Filing Phase One must
have a 1-inch layer of gravel mulch ('/a" to 1'/z" gravel) applied at a rate of at
least 135 tons/acre immediately after overlot grading is completed. The pavement
structure shall be applied as soon as possible after the utilities have been installed.
If the disturbed areas will not be built on within one growing season, a permanent
seed shall be applied. After seeding, a hay or straw mulch shall be applied over
the seed at a minimum rate of 2 tons/acre, and the mulch shall be adequately
anchored, tacked or crimped into the soil. In the event a portion of the roadway
pavement surface and utilities will not be constructed for an extended period of
time after overlot grading, a temporary vegetation seed and mulch shall also be
applied to the roadway areas as discussed above.
' All the erosion control measures and structures installed with the Gates First
through Third Filings shall remain in place and in effect until the erosion control
plan specified within the Fourth Filing plans has been established.
' All construction activities must also comply with the State of Colorado permitting
process for Stormwater Discharges Associated with Construction Activity. A
' Colorado Department of Health NPDES permit will be required before any
construction grading can begin within this development.
1
5
' VII. CONCLUSIONS
' A. Compliance with Standards
All computations that have been completed within this report are in compliance
with the City of Fort Collins Erosion Control Reference Manual for Construction
Sites and the Storm. Drainage Design Criteria Manual. In addition, all
computations are in compliance with the Preliminary/Master Drainage Study for
tWoodridge prepared by RBD, Inc. in December 1991.
B. Drainage Concept
The proposed drainage concepts adequately provide for the transmission of
developed on -site runoff to the existing drainage devices at the eastern property
' line of the subject site. Basins 19 and 23 will discharge directly into the proposed
detention pond. The 100-year runoff generated by development of this site will
be carried to the proposed Woodridge detention pond and then to the existing off -
site regional detention pond by a series of existing culverts, open channels and
streets per the Preliminary/Master Drainage Study for Woodridge.
' For the Gates Fourth Filing Phase One, adequate downstream capacity in the
culverts, open channels, and street systems exists to safely convey developed
runoff to the regional detention pond east of Regency Drive.
' If for some unforeseen reason groundwater is encountered at the time of
' construction, a Colorado Department of Health Construction Dewatering Permit
would be required.
' C. Storm Water Quality Concept
Because storm water quality has become a requirement, the site has addressed this
' storm water aspect. Grass -lined swales and detention ponds will provide an
opportunity for storm water pollutants to filter out of the storm water runoff
before the runoff enters the McClellands Basin Drainageway.
' D. Erosion Control Concepts
' The proposed erosion control concepts adequately provide for the control of wind
and rainfall erosion from the Gates Fourth Filing Phase One.r Through the
construction of the proposed erosion control concepts, trw� City of Fort Collins
' performance standards will be met. The proposed erosion control concepts
presented in this report and shown on the erosion control plan are in compliance
with the City of Fort Collins erosion control criteria.
' 6
REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, May 1984.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991.
3. Preliminary/Master Drainage Study for Woodridge by RBD, Inc. Engineering
Consultants, December 27, 1991.
4. Final Drainage and Erosion Control Study for the Gates at Woodridge Third Filing, by
RBD, Inc. Engineering Consultants, December 14, 1992.
5. The McClellands and Mail Creek Major Drainageway Plan by Cornell Consulting
Company, December 1980.
6. The Final Drainage Report for Regency Park PUD by Parsons and Associates Consulting
Engineers, March 30, 1987.
7. Preliminary Drainage Report for the 1990 Junior High School by RBD, Inc. Engineering
Consultants, February 5, 1988.
8. Final Drainage Report for Poudre School District R-1 Elementary School by Engineering
Professionals, Inc. April 1987.
9. Technical Memorandum for Woodcraft Homes Drainage Study, by Lidstone & Anderson,
November 13, 1991 (and related calculations of February and March 1992).
10. Final Drainage and Erosion Control Study for the Overlook at Woodridge Fourth Filing,
by RBD, Inc. Engineering Consultants, January 30, 1995.
7
I
APPENDIX
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No Text
I
DESIGN OF PHASE ONE
SWALES
' 1=
1
1
1
1
1
RBD INC. ENGINEERING CONSULTANTS
CHANNEL RATING INFORMATION (using Manning's equation)
Drainage channel (D.P. 190)
STA
ELEV
0.00
4.66
16.00
0.66
19.00
0.60
24.00
0.50
24.00
0.00
28.00
0.00
28.00
0.50
28.50
0.50
45.14
4.66
'N' VALUE
----------
SLOPE
-------------
(ft/ft)
0.030
0.0056
ELEVATION
AREA
VELOCITY
DISCHARGE
FROUDE
(feet)
(sq ft)
(fps)
(cfs)
NO.
0.20
0.8
1.2
0.96
0.47
0.40
1.6
1.8
2.86
0.50
0.60
2.7
1.5
4.01
0.50
0.80
5.3
1.8
9.81
0.53
1.00
8.3
2.3
19.32
0.56
1.20
11.7
2.7
31.80
0.59
1.40
15.3
3.1
47.29
0.61
1.60
19.3
3.4
65.90
0.62-• "_ -
1.80
23.6
3.7
87.74
0.64
2.00
28.2
4.0
112.94
0.65
2.20
33.1
4.3
141.62
0.66
2.40
38.4
4.5
173.92
0.6
2.60
44.0
4.8
209.97
0.68�C�
2.80
49.8
5.0
249.90
0.69
3.00
56.1
5.2
293.85
0.70 "
3.20
62.6
5.5
341.94
0.70
3.40
69.4
5.7
394.30
0.71'-
3.60
76.6
5.9
451.07
0.72"--
i
3.80
84.1
6.1
512.37
0.72
4.00
91.9
6.3
578.33
0.73
4.20
100.1
6.5
649.07
0.74
4.40
108.5
6.7
724.71
0.74
4.60
117.3
6.9
805.39
0.75
I
r
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1
1
u
I
- ------------------------------------------------
DETENTION POND SIZING BY FAA METHOD
DEVELOPED BY
JAMES C.Y. GUO, PHD, P.E.
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF COLORADO AT DENVER
------------------------------------------------------------------------------
------------------------------------------------------------------------------
EXECUTED ON 06-22-1995 AT TIME 15:08:01
PROJECT TITLE: Gates #4 Phase 2 temporary retention pond
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 2.00
BASIN AREA (acre)= 2.85 �- _ ? - _ _- r' �..�
RUNOFF COEF = 0.73
DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1..5 1.2 1.0
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = 0 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
-----------------------------------------------------
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
0.00
--------------------------------------------
0.00
0.00
0.00
0.00
5.00
9.00
0.13
0.00
0.13
10.00
7.20
0.21
0.00
0.21
15.00
6.19
0.27
0.00
0.27
20.00
5.18
0.30
0.00
0.30
25.00
4.68
0.34
0.00
0.34
30.00
4.17
0.36
0.00
0.36
35.00
3.84
0.39
0.00
0.39
40.00
3.50
0.40
0.00
0.40
45.00
3.25
0.42
0.00
0.42
50.00
3.00
0.43
0.00
0.43
55.00
2.80
0.45
0.00
0.45
60.00
2.61
0.45
0.00
0.45
65.00
2.47
0.46
0.00
0.46
70.00
2.34
0.47
0.00
0.47
75.00
2.20
0.48
0.00
0.48
80.00
2.06
0.48
0.00
0.48
85.00
1.97
0.48
0.00
0.48
90.00
1.88
0.49
0.00
0.49
95.00
1.79
0.49
0.00
0.49
100.00
1.70
0.49
0.00
0.49
105.00
1.64
0.50
0.00
0.50
110.00
1.58
0.50
0.00
0.50
115.00
1.51
0.50
0.00
0.50
120.00
1.45
0.50
0.00
0.50
I
C
1
0
I I
125.00
1.41
0.51
0.00
0.51
130.00
1.36
0.51
0.00
0.51
135.00
1.32
0.51
0.00
0.51
140.00
1.28
0.52
0.00
0.52
145.00
1.23
0.52
0.00
0.52
150.00
1.19
0.52
0.00
0.52
155.00
1.17
0.52
0.00
0.52
160.00
1.14
0.53
0.00
0.53
165.00
1.12
0.53
0.00
0.53
170.00
1.10
0.54
0.00
0.54
175.00
1.07
0.54
0.00
0.54
180.00
1.05
0.55
0.00
0.55
185.00
1.05
0.56
0.00
0.56
-------------------------------------------------
THE REQUIRED
POND SIZE
= .5613015 ACRE -FT
THE RAINFALL
DURATION
FOR THE
ABOVE POND
STORAGE= 185 MINUTES
***** GEOMETRIES
OF AN
EQUIVALENT CIRCULAR POND
-----------------------------------------------------
STAGE
CONTOUR CONTOUR
POND
POND
(DEPTH)
DIAMETER
AREA
SIDE SLP
STORAGE
FEET
-----------------------------------------------------
FEET
ACRE
FT/FT
ACRE -FT
0.00
128.99
0.30
4.00
0.00
0.50
132.99
0.32
4.00
0.15
1.00
136.99
0.34
4.00
0.32
1.50
140.99
0.36
4.00
0.49
2.00
144.99
0.38
4.00
0.68
2.50
-----------------------------------------------------
148.99
0.40
4.00
0.87
L
RBD, Inc., Engineering Consultants
' Gates at Woodridge Fourth Filing
Temporary Retention Pond
V = d/6*(A+4ABm+B)
'
Stage
Width
Length
Area
(ft2)------
'
------ ---------- ------
----------
------ ---- - --- -----
0.0
60
130
7,800
'
0.5
1.0
64
68
134
138
8,576
9,384
1.5
72
142
10,224
2.0
76
146
11,096
'
2.5
80
150
12,000
3.0
84
154
12,936
1
' 0.3 i
0.28
U
i
v I
03
0) 0.24 i --------------
Q i
' U 0.22 ----------
0.2
0.18---
I
0.16
0 0.5
1
Area
(ac)
------------
0.18
0.20
0.22
0.23
0.25
0.28
0.30
0.8
i
1 1.5 2 2.5 3
Stage (ft elevation)
-■- Area Capacity
434-011
Cumulative
Storage
(ac-ft)
0
0.09
0.20
0.31
0.43
0.56
0.71
26-Jun-95
l
*****************************************
***** CHANNEL LINING ANALYSIS *****
***** North American Green *****
*****************************************
DESIGNER: dkt
PROJECT: Gates #4 Phase 1
DRAINAGE AREA: 0.0 Acres
CHANNEL DESCRIPTION:
Bottom Width: 2.00 ft
Left Side Slope: 10.0
Right Side Slope: 10.0
DATE: 07-03-1995
PROJECT NO.: 434-011
TO STATION:
DESIGN FREQUENCY: 0100 Years
CHANNEL SLOPE: 0.083 ft/ft
Min. Lining
Permissible
Discharge
Hydraulic
Manning
Recommended
-----------
Shear (lb/sf)
-------------
-(cfs)--
Radius (ft)
-----------
Coefficient
-----------
C125/C
2.15
18.9
0.24
0.021
Normal
Area
Velocity
Calculated Remarks
Depth (ft)
----------
(sf)
--------
(ft/sec)
--------
Shear (lb/sf)
-------------------------
0.40
2.49
7.58
2.11 Stable
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DRAINAGE CRITERIA MANUAL
50
56
O
Lu 30
cr-
I-u)
2— 0—
cc 20
Ili
a.
r-
10
0
C,
FIGURE. 2-1
RUNOFF
I I
TEST AREA LOCATIONS
I
0 ARAPAHOE COUNTY
❑ LITTI-ElON
LOW1
DENSITY
MEDIUM
DENSITY
I
2 Z 5
3 4
HOUSING:' DENSITY :UNITS ;PER ACRE
3 : Z-
1,6
RESIDENTIAL HOUSING DENSITY
VS.
IMPERVIOUS AREA
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
0
SWMM input rile 434011G1.DAT:
2 1 1 2
3 4
TERSHED 0
AIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434011G1.DAT)
GATES AT WOODRIDGE FOURTH FILING PHASE 1 -- RBD, INC. (dkt) -- 03 AUG 95
1 200 000 2. 1 10. 1
25 5.
.60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56
1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24
.24 .24 .12 .12 0.0
'2 .016 .250 .1 .3 .51 .5 .0018
Existing Webber JHS
1 175 247175. 28.0 39.0 .015
* Existing Gates at Woodridge
'1 176 375314. 14.6 45.0 .019
1 286 2314338. 12.0 44.0 .020
Gates #4 Phase 2 (tributary to Seneca) undeveloped
1 79 23 591. 16.3 6.0 .010
* Gates #4 Phase 1 developed only
'1 277 2323080. 9.9 36.0 .020
Overlook #4 Phase 2 undeveloped
1 80 32 709. 16.3 9.2 .018
* Overlook #4 Phase 1 developed only
'1 186 265648. 15.6 33.0 .032
1 87 3112092 6.9 32.0 .020
Existing Overlook at Woodridge
1 86 3411852 29.9 42.0 .032
' 0
0
23 230 0 1 12.0 1300. .0056 4.0 4.0 .030 10.0
* Existing 42" RCPs and interim detention pond above Webber JHS
' 230 24 8 2 0.1 1. .005 0.0 0.0 .013 0.0
0.0 0.0 0.04 8.48 0.27 18.43 0.73 72.57
1.32 120.49 1.70 140.31 2.07 210.83 2.45 340.30
* Seneca Street
24 222 0 5 2.0 1600. .004 0.0 0.0 .013 2.0
' 1.0 1600. .010 20.0 20.0 .060 5:0
26 23 0 1 1.0 1320. .02 10.0 5.0 .060 10.0
31 23 0 5 3.5 750. .0085 0.0 0.0 .013 3.5
70.0 750. .0085 20.0 20.0 .060 10.0
' 32 31 0 1 10.0 1000. .018 50.0 50.0 .060 10.0
34 23 0 5 1.75 950. .0065 0.0 0.0 .013 1.75
70.0 950. .0065 20.0 20.0 .060 10.0
37 24 0 4 0.5 850. .0149 50.0 50.0 .016 0.5
50.0 850. .0149 20.0 20.0 .060 10.0
231 23 0 4 0.5 870. .02 50.0 50.0 .016 0.5
50.0 870. .02 20.0 20.0 .060 10.0
232 23 0 4 0.5 710. .006 50.0 50.0 .016 0.5
50.0 710. .006 20.0 20.0 .060 10.0
0
10 4
32 31 26 23 230 24 34 37 231 232
ENDPROGRAM
1
I
' SWMM output file 434011G1.OUT:
' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1
DEVELOPED BY METCALF + EDDY, INC.
' UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
' UPDATED BY
TAPE
OR DISK ASSIGNMENTS
'
JIN(1) JIN(2) JIN(3)
2 1 0
JOUT(1) JOUT(2) JOUT(3)
'
1 2 0
NSCRAT(1)
3
IATERSHED PROGRAM CALLED
I** ENTRY MADE TO RUNOFF MODEL ***
UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
JIN(4) JIN(5) JIN(6) JIN M JIN(8) JIN(9) JINGO)
0 0 0 0 0 0 0
JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT0 0)
0 0 0 0 0 0 0
NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5)
4 0 0 0
AIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434011G1.DAT)
ATES AT WOODRIDGE FOURTH FILING PHASE 1 -- RBD, INC. (dkt) -- 03 AUG 95
NUMBER OF TIME STEPS 200
INTEGRATION TIME INTERVAL (MINUTES) 2.00
0.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
�OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
.60 .96 1.44 1.68 3.00 5.40 9.00 3.72
1.20 .84 .60 .48 .36 .36 .24 .24
.24 .24 .12 .12 .00
MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434011G1.DAT)
IATES AT WOODRIDGE FOURTH FILING PHASE 1 -- RBD, INC. (dkt) -- 03 AUG 95
2.16 1.56
.24 .24
SUBAREA
GUTTER
WIDTH
AREA
PERCENT
SLOPE
RESISTANCE
FACTOR
SURFACE STORAGE(IN)
UMBER
OR MANHOLE
(FT)
(AC)
IMPERV.
(FT/FT)
IMPERV.
PERV.
IMPERV.
PERV.
-2
0
.0
.0
.0
.0300
.016
.250
.100
.300
175
24
7175.0
28.0
39.0
.0150
.016
.250
.100
.300
176
37
5314.0
14.6
45.0
.0190
.016
.250
.100
.300
286
231
4338.0
12.0
44.0
.0200
.116
.250
.100
.300
INFILTRATION RATE(IN/HR) GAGE
MAXIMUM MINIMUM DECAY RATE NO
.51 .50 .00180
.51 .50 .00180 1
.51 .50 .00180 1
.51 .50 .00180 1
79
23
591.0 16.3
6.0
.0100
.016
.250
.100
277
232
3080.0 9.9
36.0
.0200
.016
.250
.100
80
32
709.0 16.3
9.2
.111110
.016
.250
.100
186
26
5648.0 15.6
33.0
.0320
.016
.250
.100
87
31
12092.0 6.9
32.0
.0200
.016
.250
.100
86
34
11852.0 29.9
42.0
.0320
.016
.250
.100
TOTAL
NUMBER OF
SUBCATCHMENTS,
9
,TOTAL
TRIBUTARY
AREA (ACRES),
149.50
MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995
100-YEAR
STORM (FILE:
434011G1.DAT)
IATES
AT WOODRIDGE FOURTH FILING
PHASE 1
-- RBD,
INC. (dkt) --
03 AUG 95
** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 149.500
OTAL RAINFALL (INCHES) 2.864
DIAL INFILTRATION (INCHES) .606
�OTAL WATERSHED OUTFLOW (INCHES) 2.028
OTAL SURFACE STORAGE AT END OF STROM (INCHES) .230
ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000
MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434011G1.DAT)
IATES AT WOODRIDGE FOURTH FILING PHASE 1 -- RBD, INC. (dkt) -- 03 AUG 95
.300
.51
.50
.00180 1
.300
.51
.50
.00180 1
.300
.51
.50
.00180 1
.300
.51
.50
.00180 1
.300
.51
.50
.00180 1
.300
.51
.50
.00180 1
WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE
UTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK
UMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT)
23 230 0 1 CHANNEL 12.0 1300. .0056 4.0 4.0 .030 10.00 0
' 230 24 8 2 PIPE .1 1. 0050 .0 .0 .013 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 .0 8.5 .3 18.4 .7 72.6 1.3 120.5 1.7 140.3
2.1 210.8 2.5 340.3
24 222 0 5 PIPE 2.0 1600. .0040 .0 .0 .013 2.00 0
OVERFLOW 1.0 1600. .0040 20.0 20.0 .060 5.00
26 23 0 1 CHANNEL 1.0 1320. .0200 10.0 5.0 .060 10.00 0
31 23 0 5 PIPE 3.5 750. .0085 .0 .0 .013 3.50 0
OVERFLOW 70.0 750. .0085 20.0 20.0 .060 10.00
32 31 0 1 CHANNEL 10.0 1000, .0180 50.0 50.0 .060 10.00 0
' 34 23 0 5 PIPE 1.8 950. .0065 .0 .0 .013 1.75 0
OVERFLOW 70.0 950. .0065 20.0 20.0 .060 10.00
37 24 0 4 CHANNEL .5 850. .0149 50.0 50.0 .016 .50 0
OVERFLOW 50.0 850. .0149 20.0 20.0 .060 10.00
1
231 23 0 4 CHANNEL .5 870. .0200 50.0 50.0 .016 .50 0
OVERFLOW 50.0 870. .0200 20.0 20.0 .060 10.00
232 23 0 4 CHANNEL .5 710. .0060 50.0 50.0 .016 .50 0
OVERFLOW 50.0 710. .0060 20.0 20.0 .060 10.00
�OTAL NUMBER OF GUTTERS/PIPES, 10
MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434011Gi.DAT)
'ATES AT WOODRIDGE FOURTH FILING PHASE 1 -- RBD, INC. (dkt) -- 03 AUG 95
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC)
23 26 31 34 231 232 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 106.9
24 230 37 0 0 0 0 0 0 0 0 175 0 0 0 0 0 0 0 0 0 149.5
' 26 0 0 0 0 0 0 0 0 0 0 186 0 0 0 0 0 0 0 0 0 15.6
31 32 0 0 0 0 0 0 0 0 0 87 0 0 0 0 0 0 0 0 0 23.2
32 0 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 16.3
34 0 0 0 0 0 0 0 0 0 0 86 0 0 0 0 0 0 0 0 0 29.9
' 37 0 0 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 14.6
' 230 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 106.9
231 0 0 0 0 0 0 0 0 0 0 286 0 0 0 0 0 0 0 0 0 12.0
232 0 0 0 0 0 0 0 0 0 0 277 0 0 0 0 0 0 0 0 0 9.9
MAIL CREEK BASIN, DEVELOPED CONDITIONS 1995 100-YEAR STORM (FILE: 434011G1.DAT)
'GATES AT WOODRIDGE FOURTH FILING PHASE 1 -- RBD, INC. (dkt) -- 03 AUG 95
'HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 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)
0 2.
' 0 10
0 18.
0 26.
0 34.
0 42.
0 50.
' 0 58.
1 6.
1 14.
' 1 22.
1 30.
' 1
2
' 2
2
2
' 2
2
' 2
2
' 3
3
3
' 3
3
38.
46.
54.
2.
10.
18.
26.
34.
42.
50.
58.
6.
14.
22.
30.
38.
tX«zl
.00 .DO
.00( ) .02( )
12 .69
.03( ) .30( )
13.46 15.57
.47( ) 2.15( )
45.81 24.81
.95( ) 2.73( )
219.86 94.07
2.18( ) 3.66( )
321.80 223.23
2.64( ) 4.39( )
237.65 311.85
2.27( ) 4.74( )
165.60 295.16
1.88( ) 4.68( )
115.68 244.93
1.56( ) 4.49( )
82.66 198.48
1.31( ) 4.28( )
62.31 160.09
1.12( ) 4.09( )
49.38 127.18
.99( ) 3.89( )
40.68 100.25
.89( ) 3.70( )
30.39 79.67
.75( ) 3.53( )
25.34 63.87
.68( ) 3.38( )
21.05 51.73
.61( ) 3.23( )
17.00 42.20
.54( ) 3.10( )
13.89 34.83
.48( ) 2.97( )
11.75 29.46
.44( ) 2.86( )
10.19 25.38
.40( ) 2.75( )
9.00 22.18
.37( ) 2.65( )
8.04 19.63
.35( ) 2.54( )
7.25 17.62
.33( ) 2.42( )
6.58 16.09
.31( ) 2.26( )
6.01 12.69
.30( ) 1.47( )
5.52 7.08
.28( ) 99( )
5.08 5.77
.27( ) .88( )
4.70 5.18
.26( ) .83( )
26 31
.00 .01
.00( ) .02( )
.17 .63
.13( ) .21( )
3.47 3.91
.50( ) .49( )
12.05 17.28
.83( ) 1.02( )
57.92 63.57
1.54( ) 2.13( )
61.18 33.55
1.57( ) 1.46( )
39.82 26.28
1.33( ) 1.27( )
25.04 21.75
1.11( ) 1.15( )
15.58 18.25
.92( ) 1.05( )
9.78 15.33
.76( ) .96( )
6.52 13.22
.64( ) .89( )
4.51 11.42
.55( ) .83( )
3.38 10.07
.49( ) .78( )
2.71 8.96
.45( ) .73( )
2.21 7.80
.41( ) .69( )
1.68 6.83
.36( ) .64( )
1.16 5.89
.31( ) .60( )
.80 5.21
.26( ) .56( )
.56 4.66
.22( ) .53( )
.40 4.18
.19( ) .51( )
.29 3.77
.16( ) .48( )
.21 3.42
.14( ) .46( )
.15 3.11
.12( ) .44( )
.11 2.83
.10( ) .42( ).
.08 2.59
.09( ) AN )
.06 2.37
.08( ) .39( )
.05 2.18
.07( ) .37( )
.04 2.00
.06( ) .36( )
32 34
.00 .01
.00( ) .04( )
.01 2.23
.01( ) .49( )
.38 13.98
.06( ) 1.77( )
1.70 21.84
.14( ) 1.93( )
8.03 101.62
.30( ) 2.47( )
14.36 114.96
.39( ) 2.53( )
16.64 79.03
.41( ) 2.36( )
16.73 52.39
.41( ) 2.20( )
15.48 34.89
.40( ) 2.07( )
13.71 24.07
.38( ) 1.96( )
12.00 17.99
.36( ) 1.87( )
10.48 14.63
.34( ) 1.80( )
9.22 7.99
.32( ) 1.00( )
8.17 4.12
.30( ) .68( )
7.28 3.09
.28( ) .59( )
6.47 2.00
.27( ) .47( )
5.72 .81
.25( ) .30( )
5.08 .41
.24( ) .22( )
4.54 .24
.23( ) .17( )
4.08 .14
.22( ) .13( )
3.69 .08
.21( ) .10( )
3.34 .04
.20( ) .07( )
3.04 .02
.19( ) .06( )
2.77 .01
.18( ) .04( )
2.53 .01
.17( ) .04( )
2.32 .01
.16( ) .03( )
2.13 .01
.16( ) .03( )
1.96 .00
.15( ) .03( )
37 230
.00 .00
.01( ) .00( )
.46 .04
.08( ) .00(S)
8.17 6.57
.24( ) .03(S)
23.32 15.68
.35( ) .21(S)
79.03 90.74
.55( ) .95(S)
57.89 291.91
.50( ) 2.31(S)
29.62 260.88
.39( ) 2.22(S)
17.70 191.49
.32( ) 1.97(S)
10.64 139.71
.26( ) 1.69(S)
6.58 120.80
.22( ) 1.33(S)
4.57 90.92
.19( ) .96(S)
3.22 68.07
.17( ) .69(S)
2.63 50.66
.15( ) .54(S)
2.32 38.48
.15( ) .44(S)
1.94 30.27
.14( ) .37(S)
1.37 24.74
.12( ) .32(S)
.76 20.25
.09( ) .29(S)
.44 17.55
.08( ) .25(S)
.28 15.70
.06( ) .21(S)
.18 13.87
.05( ) - _ .16(S)
.12 12.
.05( ) .13(S)
.08 10.80
.04( ) .09(S)
.05 9.59
.03( ) .07(S)
.03 8.56
.03( ) .04(S)
.02 6.44
.02( ) .03(S)
.02 5.75
.02( ) .03(S)
.01 5.27
.02( ) .02(S)
.01 4.86
.01( ) .02(S)
231
.00
.01( )
.39
.07( )
6.71
.21( )
19.12
.31( )
69.71
.51( )
44.42
.43( )
24.10
.34( )
14.42
.28( )
8.66
.23( )
5.34
.19( )
3.71
.17( )
2.61
.14( )
2.13
.13( )
1.88
.13( )
1.57
.12( )
1.11
.10( )
.61
.08( )
.35
.07( )
.22
.05( )
.14
.05( )
.10
.04( )
.06
.03( )
.04
.03( )
.03
.02( )
.02
.02( )
.01
.02( )
.01
.01( )
.01
.O1( )
232
.00
.01( )
.19
.07( )
3.70
.21( )
11.21
.32( )
43.08
.52( )
38.66
.51( )
22.44
.42( )
13.80
.35( )
8.51
.29( )
5.34
.24( )
3.65
.21( )
2.57
.18( )
2.01
.17( )
1.69
.15( )
1.40
.14( )
1.04
.13( )
.66
.11( )
.43
.09( )
.30
.08( )
.21
.07( )
.16
.06( )
.11
.05( )
.08
.05( )
.06
.04( )
.04
.04( )
.03
.03( )
.02
.03( )
.01
.02( )
3
46.
4.36
4.75
.03
1.84
1.80
.00
.24( )
.79( )
.05(
) .34( )
.14(
)
.02( )
3
54,
4,01
4,39
.03
1.70
1.66
.01
.23( )
.76( )
.05(
) .33( )
.14(
)
.02( )
4
2.
3.77
4.08
.02
1.57
1.54
.00
.22( )
.73( )
.04(
) .32( )
.13(
)
.02( )
4
10.
3.51
3.79
02
1.45
1.42
.00
.21( )
.70( )
.04(
) .31( )
.13(
)
.02( )
'
4
18.
3.28
3.54
.01
1.35
1.32
.00
.21( )
.68( )
.04(
) .29( )
.12(
)
.02( )
4
26.
3.07
3.31
.01
1.25
1.22
.00
.20( )
.65( )
.03(
) .28( )
.12(
)
.02( )
4
34.
2.87
3.09
.01
1.16
1.13
.00
'
.19( )
.63( )
.03(
) .27( )
.11(
)
.02( )
4
42.
2.69
2.90
.01
1.08
1.05
.00
.18( )
.61( )
.03(
) .27( )
.11(
)
.02( )
4
50.
2.52
2.71
.01
1.00
.98
.00
.18( )
.59( )
.02(
) .26( )
.11(
)
.02( )
4
58.
2.37
2.55
.01
.93
.91
.00
.17( )
.57( )
.02(
) .25( )
.10(
)
.01( )
5
6.
2.22
2.39
.01
.87
.85
.00
)
.55( )
.02(
) .24( )
.10(
)
.01( )
'.16(
5
14.
2.09
2.25
.01
.81
.79
.00
.16( )
.54( )
.02(
) .23( )
.09(
)
.01( )
5
22.
1.97
2.12
.00
.75
.73
.00
.15( )
.52( )
.02(
) .22( )
.09(
)
.01( )
' 5
30.
1.85
1.99
.00
.70
.68
.00
.15( )
.50( )
.02(
) .22( )
.09(
)
.01( )
5
38.
1.74
1.88
.00
.66
.64
.00
.14( )
.49( )
.02(
) .21( )
.08(
)
.01( )
5
46.
1.64
1.77
.00
.61
.60
.00
.14( )
.47( )
.01(
) .20( )
.08(
)
.01( )
5
54.
1.55
1.67
.00
.57
.56
.00
.13( )
.46( )
.01(
) .20( )
.08(
)
.01( )
6
2.
1.46
.13( )
1.57
.45( )
.00
.01(
.53
) .19( )
.52
.07(
)
.00
.01( )
6
10.
1.38
1.48
.00
.50
.48
.00
.12( )
.43( )
.01(
) .18( )
.07(
)
.01( )
6
18.
1.30
1.40
.00
.47
.45
.00
.12( )
.42( )
.01(
) .18( )
.07(
)
.01( )
6
26.
1.23
1.32
.00
.43
.42
.00
.12( )
.41( )
.01(
) .17( )
.07(
)
.01( )
6
34.
1.16
1.25
.00
.40
.39
.00
.11( )
.40( )
.01(
) .17( )
.06(
)
.01( )
HE FOLLOWING
CONVEYANCE
ELEMENTS HAVE
NUMERICAL
TABILITY
PROBLEMS THAT LEAD
TO HYDRAULIC
OSCILLLATIONS
DURING THE
SIMULATION.
230
MAIL
CREEK BASIN, DEVELOPED
CONDITIONS
1995
100-YEAR STORM
(FILE:
434011G1.DAT)
IATES
AT WOODRIDGE FOURTH
FILING PHASE
1
-- RBD, INC. (dkt) --
03
AUG 95
*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
' CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC -FT) (HR/MIN)
.01
4.50
.00
.01
.01( )
.02(S)
.01( )
.02( )
.01
4.18
.00
.01
.01( )
.02(S)
.01( )
.02( )
.00
3.89
.00
.01
.01( )
.02(S)
.01( )
.02( )
.00
3.62
.00
.00
.01( )
.02(S)
.01( )
.01( )
.00
3.38
.00
.00
.01( )
.02(S)
.01( )
.01( )
.00
3.16
.00
.00
.01( )
.01(S)
.01( )
.01( )
.00
2.95
.00
.00
.01( )
.01(s)
.01( >
.01( )
.00
2.77
.00
.00
.01( )
.01(S)
.01( )
.01( )
.00
2.59
.00
.00
.01( )
.01(S)
.01( )
.01( )
.00
2.43
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
2.28
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
2.15
.00
.00
.01( )
.01(s)
.00( )
.01( )
.00
2.02
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.90
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.79
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.69
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.59
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.50
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.41
.00
.00
.01( )
.01(S)
.00( )
.01( )
.00
1.33
.00
.00
.00( )
.01(S)
.00( )
.01( )
.00
1.26
.00
.00
.00( )
.01(S)
.00( )
.01( )
.00
1.19
.00
.00
.00( )
.01(s)
.00( )
.01( )
'
23
24
325.9
314.6
2.7
4.7
0
0
40.
52.
�.
31
63.6
2.1
0
34.
-
32
16.9
.4
0
54.
34
120.3
2.6
0
40
'
37
79.9
.6
0
36
222
230
314.6
306.0 - --
(DIRECT FLOW)
-.1--- -- 2.3 ..._._.0..
0
52
44
F
i n c. u r
'
231
232
69.7
45.7
.5
.5
0
0
34.
36.
w<G
INDPROGRAM PROGRAM CALLED
P
I
WOODRIDGE DETENTION
POND 230
H
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tRBD, Inc., Engineering Consultants
tGates at Woodridge Fourth Filing Phase One 434-011
' Interim Detention Pond 230 Area -Capacity Rating Curve
Cumulative
' Elev Area Area Storage
(ft) (ft2) (ac) (ac-ft)
- --------------------------------------------------------- V = d/6*(A+4ABm+B)
5111.1
0
0.00
0
'
5112.0
3,606
0.08
0.04
5113.0
17,107
0.39
0.27
5114.0
22,768
0.52
0.73
'
5115.0
28,635
0.66
1.32
5116.0
36,732
0.84
2.07
1
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ca
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7
rj) 0.2
F f--------1---------+1
F---------/-------7--�--- L 0.5
0 4-
5111
0
5112 5113 5114 5115 5116
Stage (ft elevation)
-.- Area � Capacity
4;
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03-Aug-95
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:10
180
10,000
.
168
8,000 EXAMPLE
(2)
(3)
156
6 000 0.42 Incnee (3.5 feet)
Q. 120 cf a
5:000144
5.
4,000 t1w nw
6.
5.
152
D feat
4
3,000 (1) 2.5 8.8
5'
4.
120
(2) 2.1 7.4
108
2,000 (3) 2.2 7.7
4•
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3,
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1,000
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84
600
2'
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--�L—SO ENTRANCE
0
40 p-SCALE �.�TYPE—
1.0
Ix
f"
36
�,W_
�.,
30 "�-` (1) savor. edge with Q
. 9
33
headwall 30
9
a
0
(2) Groot end with W
20�� a
30
heodwall'—, x
.8
.8
j3) Groove and
8
27 Projecting
�
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6
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3 ii)uatrofee.
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12
'HEADWAT ER
DEPTH
FOR
CONCRETE
PIPE CULV
RTS .
HEADWATER SCALES 293
y
REVISED MAY1964 -WITH IN
ET CONT
BUREAU OF
7V6LIC ROA D3
JAK 1963
\
�q
181
Prece ng page a k
�.SZ .?Z
TABLE 12 - ENTRANCE LOSS COEFFICIENTS
Outlet Control, Full or Partly Full Entrance head loss
He = ke V
2
2g
Type of Structure and Design of Entrance
Coefficient ka
Pipe. Concrete
Projecting from fill, socket end (groove -end) . . . . . .
. 0.2
Projecting from fill, sq. cut end . . . . . . . . . .
. 0.5
Headwall or headwall and wingwalls
Socket end of pipe (groove -end) . . . . . . . . .
. . 0.2
Square -edge
0.5
Rounded (radius = 1/12D) . . . . . . . . . . .
. . 0.2
Mitered to conform to fill slope
0.7 4'_J
0.5-
'End -Section conforming to fill slope . . . . . . . ..
. .
Beveled edges, edges, 33.70 or 450 bevels . . . . . . . . .
. . 0.2
Side -or slope -tapered inlet . . . . . . . . . .
. . 0.2
Pipe or Pioe-Arch Corrugated Metal
Projecting from fill (no headwall) . . . . . . . . .
. . 0.9
Headwall or headwall and wingwalls square -edge . . . . .
. . 0.5
Mitered to conform to fill slope, paved or unpaved slope
0.7
'End -Section conforming to fill slope . . . . . . . .
. . 0.5
Beveled edges, 33.71 or 451 bevels . . . . . . . . .
. . 0.2
Side -or slope -tapered inlet . . . . . . . . . . .
. . 0.2
Box Reinforced Concrete
Headwall parallel to embankment (no wingwalls)
Square -edged on 3 edges . . . . . . . . . . .
. . 0.5
Rounded on 3 edges to radius of 1/12 barrel
dimension, or beveled edges on 3 sides . . . . .
. . 0.2
Wingwalls at 30° to 75° to barrel
Square -edged at crown . . . . . . . . .
. . 0.4
Crown edge rounded to radius of 1/12 barrel
dimension, or beveled top edge . . . . . ... ..
0.2
Wingwall at 100 to 250 to barrel
Square -edged at crown . . . —
0.5
Wingwalls parallel (extension of sides)
Square -edged at crown . . . . . . ... . .
. . 0.7 .
Side -or slope-tapered inlet . . . . . . . . . . .
. . 0.2
'Note: "End Section conforming to fill slope," made of either metal or concrete,
are the sections commonly available from manufacturers. From limited hydrau-
'n�
lic tests they are equivalent in operation to a headwall in both let and
outlet control. Some end sections, incorporating a to ed taper in their
be
esign have a superior hydraulic performance. These latter
sections can
179
1
1
1
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U
RBD INC. ENGINEERING CONSULTANTS
CHANNEL RATING INFORMATION
Existing channel D/S of Gates detention pond, based on
Lidstone & Anderson HEC-2 model of 11 Nov 91
STA
-
ELEV
--
100.00
115.00
114.00
113.00
117.00
112.00
121.00
111.00
123.00
110.90
136.00
110.90
138.00
111.00
141.00
112.00
144.00
113.00
148.00
114.00
151.00
114.80
'N' VALUE SLOPE (ft/ft)
-----------------------
0.029 0.0140
ELEVATION
AREA
VELOCITY
DISCHARGE
FROUDE
(feet)
---------
(sq ft)
-------
(fps)
--------
(cfs)
---------
NO.
------
111.10
3.2
2.0
6.33
0.81
111.30
6.9
3.1
21.30
0.90
111.50
10.9
4.0
43.13
0.96
111.70
15.1
4.7
71.34
1.00
111.90
19.6
5.4
105.72
1.03
112.10
24.4
6.0
146.55
1.06
112.30
29.5
6.6
193.81
1.08
112.50
34.7
7.1
247.16
1.10
112.70
40.3
7.6
306.63
1.12
112.90
46.0
8.1
372.28
1.14
113.10
52.1
8.5
440.00
1.15
113.30
58.5
8.7
510.65
1.16
113.50
65.4
9.0
589.01
1.17
113.70
72.7
9.3
6-75.40
1.18
113.90
80.5
9.6
770.15
1.19
114.10
88.7
9.9
873.89
1.20
114.30
97.3
10.1
986.88
1.21
114.50
106.3
10.4
1109.11
1.21
114.70
115.8
10.7
1240.86
1.22
Program uses Manning's equation.
1
1
1
1
t
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOI DATA
Sidewalk overflow to Seneca Street at Webber JHS U/S culverts
WEIR COEF.
3.200
STA
ELEV
0.0
17.00
24.0
16.00
26.0
15.50
71.0
15.50
73.0
16.00
114.0
17.00
ELEVATION
DISCHARGE
(feet)
(cfs)
---------
15.50
---------
0.0
15.60
4.6
15.70
13.0
15.80
24.1
15.90
37.3
16.00
52.5
16.10
69.8
16.20
89.5
16.30
111.9
16.40
137.1
16.50
165.3
16.60
196.7
16.70
231.3
16.80
269.3
16.90
310.8
17.00
356.0
Program uses weir equation Q = CLH312
p
1
I]
7
EROSION CONTROL
1
1
1
iIJ
' RBD, Inc. RAINFALL PERFORMANCE STANDARD EVALUATION
' #434-011
PROJECT: Gates No. 4 STANDARD FORM
CALCULATED BY: DKT DATE: 02/14/95
DEVELOPE
ERODIBILIT
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft)
(%)
(ft)
(%)
(%)
19
high
2.49
640
2.5
20
high
2.20
715
1.9
21A
high
3.49
865
0.9
21B
high
3.63
994
0.7
22A
high
3,05
770
1.1
22B
high
2.32
810
1.0
22C
high
2.14
695
0.8
23
high
5.47
808
1.4
24
high
4.20
1435
1.2
25
high
1.68
550
0.9
26
high
5.55
1741
1.3
27
high
6.90
2020
1.2
Off -site tmp.
high
5.18
1365
1.0
channel
Total
48.30
1192
1.2
83.9
EXAMPLE CALCULATIONS
Lb = sum(AiLi)/sum(Ai) _ (2.49 x 640 +... + 5.18 x 1365)/ 48.30
1192 ft
Sb = sum(AiSi)/sum(Ai) _ (2.49 x 2.50 +... + 5.18 x 1.00)/ 48.30
1.2 %
' PS (during construction) = 83.9 (from Table 8A)
PS (after construction) = 83.9/0.85 = 98.7
' RBD, Inc. EFFECTIVENESS CALCULATIONS
u
u
n
#434-011
PROJECT: Overlook No. 4 STANDARD FORM B
CALCULATED BY: DKT DATE: 06/23/95
Erosion Control Method
C-Factor
P-Factor
Comment
Value
Value
1 Roads & curb
0.01
1.00
paved & constructed
2 Temporary vegetation
0.45
1.00
3 Gravel filters
1.00
0.80
placed at inlets
4 Silt fence barrier
1.00
0.50
5 Bare soil (rough)
1.00
0.90
6 Straw mulch w/ seed
0.06
1.00
all areas not in roadway
7 Straw bales
1.00
0.80
Iswales, channels
MAJOR
PS
SUB
AREA
Practice C * A P * A Remarks
BASIN
N
BASIN
(ac)
DURING CONSTRUCTION
Site
83.9
48.30
Roads
5.98
3 5.98 4.78 Gravel filte
Remain.
42.32
6 2.54 42.32 Straw mul
Cnet =[5.98x1.00+...+42.32x0.06]/48.30
= 0.18
Pnet = 0.8x[5.98x0.80+...+42.32x1.00]/48.30
= 0.78
EFF = (1-C*P)100 = (1-0.18*0.78)100
= 86.24
> 83.9 (PS)
Assume roads not constructed within 6
weeks; use gravel inlet filters at all curb
inlets & straw bales at swales & channels.
' EC/SF-6:1991
RBD, Inc.
EFFECTIVENESS CALCULATIONS
1
n
1
1
#434-011
PROJECT: Overlook No. 4 STANDARD FORM B
CALCULATED BY: DKT DATE: 06/23/95
Erosion Control Method
C-Factor
P-Factor
Comment
Value
Value
1 Roads & curb
0.01
1.00
paved & constructed
2 Sod grass
0.01
1.00
3 Straw bales
1.00
0.80
4 Silt fence barrier
1.00
0.50
5 Straw mulch w/ seed
0.06
1.00
all areas not in roadway
6 Estab. grass (80%)
0.03
1.00
7 Hydraulic mulch
1 0.10
1.00
MAJOR
PS
SUB
AREA
Practice C * A P * A Remarks
BASIN
(%)
BASIN
(ac)
AFTER CONSTRUCTION
98.7
48.30
Roads & i
11.06
1 0.11 11.06 Roads & c
Yards
22.50
2 0.23 22.50 Sod grass
Remain.
14.74
6 0.44 14.74 Estab. gra
Cnet =[11.060.01+...+14.74x0.03]/48.30
= 0.02
Pnet = 0.8x[11.06x1.00+...+14.74x1.00]/48.30
— 0.80
EFF = (1-C*P)100 = (1-0.02*0.80)100
= 98.71
> 98.7 (PS)
EC/SF-6:1991
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MARCH 1991 a 8.4 DESIGN CRITERIA
'
Table 86 C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor
P-Factor
BARE SOIL
Packedand smooth................................................................ 1.00
1.00
Freshlydisked........................................................................ 1.00
0.90
Rough irregular surface........................................................... 1.00
0.90
'
SEDIMENT BASIN/TRAP................................................................. 1.00
0.5011
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00
0.80
'
1.00
0.50
SILTFENCE BARRIER.....................................................................
'
ASPHALT/CONCRETE PAVEMENT .................................................. 0.01
1.00
ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A
1.00
'
SOD GRASS................................................................................. 0.01
1.00
TEMPORARY VEGETATION/COVER CROPS .................................... 0.451.)
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.1013)
1.00
SOIL SEALANT....................................................................0.01-0.60"'
1.00
EROSION CONTROL MATS/BLANKETS............................................ 0.10
1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approximately
'
114" to 1 1/2" and applied at a rate of at least 135 tons/acre.............. 0.05
1.00
HAY OR STRAW DRY MULCH
After olantino orass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately
anchor,
'
tack or crimp material into the soil.
Slope M
'
1 to 05.............................................................................0.06
6 to 10 ........................................................................ 0.06
100
1.00
11 to 15............................................................................. 0.07
1.00
16 to 20............................................................................. 0.11
1.00
21 to 25.............................................................................0.14
25 to 33.............................................................................0.17
1.00
1.00
> 33.......................................................................... 0.20
1.00
'
NOTE: Use of a-zher C-Factor or P-Fa~or values reponed in this taUe must be substaniicated by
dDcument tion.
(1) Must be constructed as the first step in overlot grading.
(2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are
not required.
(3) Hydraulid mulches shall be used only between March 15 and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
i
1
1
' MARCH 1991 8.6 DESIGN CRITERIA
o.
o.�
0.30
0
0.25
Q
0.20
0..15
0.10
0.05
ESTABLEBED GRASS AND C—FACTORS
FORT COWS, COLORADO
li
i........
III
.............
i
TO -20 �
0
50
60 -70 80. 90 100
ESTABLSHED
GRASS
GROUND
COVER (%)
FIGURE 5.1
RBD, Inc. EROSION CONTROL CONSTRUCTION SEQUENCE
' #434-011
1
1
1
YKUJtI. I: 1iales IVo. 4 J 1ANUANU r-UNIVI U
CALCULATED BY: DKT DATE: 08/04/95
SEQUENCE FOR 1995 ONLY
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.
PHASE IONLY
YEAR 95 96
MONTH J I A S I O I N D J F M I A I M J
STRUCTURES: INSTALLED BY
'VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS O
RBD, Inc. EROSION CONTROL COST ESTIMATE
HHUJIzu 1:
a es at Woodridge
Fourth Filing
434-011
PREPARED BY:
DKT
DATE: 06/23/95
Item
Quantity Units
Unit Cost
Total Comments
CITY RESEEDING COST
Reseed/mulch
48.3 ac
5500
$24,150 See Note 1.
Subtotal
$24,150
Contingency
50%
$12,075
Total
$36,225
EROSION CONTROL MEASURES
Reseed/mulch
42.32 ac
$500
$21,160
Gravel inlet filters
7 ea
$300
$2,100
Straw bale check dam
4 ea
S150
$600
Subtotal
$23,860
Contingency
50%
$11,930
Total
$35,790
Total Security
$36,225
Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac.
1
1
1
i
r
P
I
CHARTS, TABLES
AND FIGURES
DRAINAGE CRITERIA MANUAL
RUNOFF
50
30
F- 20
Z
W
U
W
CL 10
Z
W
a
O 5
N
W
En 3
O
U 2
W
Q
1
�WWWWWI�/
/IWI�U1/
�WWWWm
s�WW
�W►ir��.,�
MUM
,cilium
�iWr�W�rn■ri�W��WW��■■�
5'
.1
2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
1
1
N1AY 1984
rn
.9
W
.7
.3
.2
°/ F=0.8
s : 0.4
F=0.5
I
I I
I
I BELOW MINIMUM
ALLOWABLE
I STREET GRADE
O 2 4 6 8 10 12 14
SLOPE OF GUTTER (%)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITYS
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965)
4-4
DESIGN CRITERIA
[J
0
Calculations for Curb Capacities and velocities
Major and Minor Storrs
per City of Fort Collins Storm Drainage Design Criteria
RESIDENTIAL with drive over curb and cutter Prepared by: RED, Inc.
C is for one side of the road only February 28, 1992
V is based on theoretical capacities
Area = 2.63
sq.ft.
Area = 20.11 sq.ft.
Minor
Storm :
Y.ejor
Storm
Slope
Red. .
M.in_r
. 0
V .
Major .
1
V
(%) :Factor .
X
. (cfs)
(fps) ,
X .
(cfs)
(fps)
0.40 ,
0.50 .
M.71
. 2.74
2.D9 :
696.73 .
22.03
2.19 .
0.50 :
0.65 :
55.71
: 3.99
2.33 :
696.73 :
32.02
2.45 :
0.60
0.80 :
66.71
: 5.37
2.55 :
696.73 :
43.17 :
2.68 :
0.70
0.80 :
&6.71
: 5.60
2.76 :
696.73 :
46.63
2.90 :
0.80
0.50 :
56.71
:- 6.20
2.95 :
696.73 :
49.E5
3.10 :
0.90
0.80 :
56.71
: 6.58
3.13 :
696.73 :
_`2.68
3.29 :
1.00
0.80
86.71
6.94
3.30 :
696.73 :
55.74
3.46 :
1.25
0.80
56.71
7.76
3.69 :
696.73 :
62.32
3.87 :
1.50
0.80
56.71
8.50
4.C•4 :
696.73 :
68.27 :
4.24 :
1.75
0.80
85.71
9.18
4.36 :
696.73 :
73.73
4.58 :
2.00
0.50
85.71
9.81
4.65 :
696.73 :
78.E3
4.90 :
2.25
0.78
MM
: 10.15
4.9S :
696.73 :
E1.52
5.20 :
2.50
0.76
66.71
: 10.42
5.21 :
696.73 :
E3.72
5.48 :
2.75
0.74 :
66.71
: 10.64
5.47 :
696.73 :
85.50
5.75 :
3.00
0.72 :
56.71
: 10.81
5.71 :
696.73 :
E6.E9
6.00 :
3.25
0.69 :
56.71
: 10.79
5.94 :
696.73 :
56.67 :
6.25 :
3.50
0.66 :
56.71
: 10.71
6.17 :
696.73 :
56.03
6.48 :
3.75 :
0.63 :
56.71
: 10.58 :
6.38 :
696.73 :
E5.00 :
6.71 :
4.00 :
0.60 :
56.71
: 10.41 :
6.59 :
696.73 :
E3.61 :
6.93 :
4.25 :
0.58 :
86.71
: 10.37 :
6.80 :
696.73 :
E3.31 :
7.14 :
4.50 :
0.54 :
56.71
: 9.93 :
6.99 :
696.73 :
79.61 :
7.35 :
4.75 :
0.52 :
M M
: 9.83 :
7.19 :
696.73 :
78.96 :
7.55 :
5.00 :
0.49 :
E6.71
: 9.50 :
7.37 :
696.73 :
76.34 :
7.75 :
5.25 :
0.46 :
56.71
: 9.14 :
7.55 :
696.73 :
73.43 :
7.94 :
5.50 :
0.44 :
56.71
: 8.95 :
7.73 :
696.73 :
71.E9 :
8.13 :
5.75
0.42 :
56.71
: 8.73 :
7.91 :
696.73 :
70.17 :
8.31 :
6.00
0.40 :
86.71
: 8.50 :
8.08 :
696.73 :
68.27 :
8.49 :
Engineering Consultants
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