HomeMy WebLinkAboutDrainage Reports - 04/18/2000F mal A. proved %W
Addendum to the Final Drainage
and Erosion Control Study
Miramont Valley P.U.D.,
Fort Collins, Colorado
Dated: September 30, 1996
Addendum Date: March 2000
THE
SEAR -BROWN
GROUP
Standards in Excellence
' THE SEAR -BROWN GROUP
FULL -SERVICE DESIGN PROFESSIONALS
' 209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
March 31, 2000
' Mr. Basil Hamdan
City of Fort Collins
' Water Utilities--Stormwater
700 Wood Street
Fort Collins, Colorado 80521
' RE: Addendum to the Final Drainage and Erosion Control Study for Miramont Valley P.U.D.
' Dear Basil:
' We are pleased to submit to you, for your review and approval, this Addendum to the Final
Drainage and Erosion Control Study for Miramont Valley P.U.D. 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,
' The Sear -Brown Group
' Prepare'�k by: Reviewgd by:
' /JoeDeHeart Stan Myers, P.E.
Project Mm�kG,y�g
cc: File 504-029A4�o•Qea
Miramont Associates kP s®
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NEW YORK•PENNSYLVANIA
' COLORADO • UTAH • WYOMING
STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER
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DESCRIPTION
I. NARRATIVE
II. REFERENCES
TABLE OF CONTENTS
APPENDIX
EXHIBIT FROM MIRAMONT VALLEY P.U.D. UTILITY PLANS, AUGUST 1996
EXHIBIT OF REVISED STREET CONFIGURATION AND DRAINAGE BASINS
DETAIL OF INTERSECTION OF ROMA VALLEY COURT AND MAIL CREEK LANE
CULVERT CALCULATIONS WITH EXCEPTS FROM PERTINENT DRAINAGE REPORTS
RIPRAP CALCULATIONS
SWALE CALCULATIONS
CHARTS, TABLES AND FIGURES
PAGE
4
0
9
11
14
16
22
24
29
91
ADDENDUM TO THE FINAL
DRAINAGE AND EROSION
CONTROL STUDY FOR
'
MIRAMONT VALLEY P.U.D.
FORT COLLINS, COLORADO
NARRATIVE
A. Location
' The Miramont Valley P.U.D. is located in the southeast part of Fort Collins,
bounded on the north and east by Miramont P.U.D. and the proposed Ramparts at
Miramont P.U.D. Fossil Creek Meadows First Filing lies to the west of the
property. Mail Creek bounds the property to the south. The upper Meadows at
' Miramont First and Second Filings and Castle Ridge are northwest of this area.
The entire site is a part of the Oak/Cottonwood Farms Master Plan. Miramont
Valley can also be further described as being a part of Section 1, Township 6
' North, Range 69 West of the 6th Principal Meridian, Larimer County Colorado.
B. Description of Property
The area described as Miramont Valley P.U.D. is presently partially developed.
The property south of Mail Creek Irrigation ditch is partially developed and
' partially native grassland. Topography south of the Mail Creek Irrigation Ditch
is generally sloping from north to south at approximately 5%.
C. Purpose for the Addendum
' In the Miramont Valley P.U.D. plan set dated August 1996, Roma Valley Drive
ended in the west portion of the subdivision as a cul-de-sac (see appendix pg 9).
The revised plan set dated March 30, 2000 shows Roma Valley Drive connecting
to Mail Creek Lane (see appendix pg 11). As a result, the drainage basins were
realigned as needed. The area of Basin 411, decreased from 1.79AC to 1.58AC
which reduces the developed flow entering the 10' curb inlet just south of Lot 47.
' The area of Basin 419, increased from 0.69AC to 0.79AC, this will not cause the
capacity of 5' inlet north of Lot 54 to be exceeded (see appendix pg 12). The area
of Basin 413 decreased from 6.21AC to 6.15AC, therefore, the decreased runoff
to Mail Creek is insignificant.
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Basin 412 has the biggest changes which include increased area, addition of a
culvert with riprap under Roma Valley Drive, and reshaping the borrow ditch along
Mail Creek Lane, and realignment of the existing 24" CMP from the school site.
The area of Basin 412 increased from 1.35AC to 1.50AC which will increase flows
to the borrow ditch. The flows to the north of Roma Valley Drive will sheet flow
into the borrow ditch. The developed flows from Roma Valley Drive will be
conveyed via the proposed curb & gutter to the 6' cross -pan along Mail Creek
Drive and ultimately into the borrow ditch. The culvert under Roma Valley Drive
was calculated using information from the Final Drainage and Erosion Control
Study for Castle Ridge @ Miramont P.U.D., First Filing, and the Drainage Report
for Poudre School District R-1, Werner Elementary School (see appendix pg 17).
It was determined that the expected 100 year flow through the borrow ditch and
culvert would be 57.8 cfs. The sum of the following individual flows equals the
expected 100-year flow. Flows expected from the detention pond in Castle Ridge
are 16.3 cfs (see appendix pg 18). A flow of 6.5 cfs is expected from the design
point 5 in Castle Ridge P.U.D. (see appendix pg 17). A flow of 31.0 cfs is
expected from the Werner Elementary School site (see appendix pg 19). Finally,
4.0 cfs is expected from Basin 412 of the Miramont Valley P.U.D. The size of
pipe required to carry this flow is a 36" RCP (see appendix pg 16) with flared end
sections on each end. An equivalent 29"x45" elliptical RCP (Class III) will be used
so that the pipe is sufficiently below the curb and gutter. The riprap required on
the downstream side of the culvert is to be Type VL (Class 6) riprap at 17 ft long,
9 ft wide, and 1 ft deep (see appendix pg 22). The same riprap configuration will
be used downstream of the realigned 24" CMP. The borrow ditch will be regraded
such that the longitudinal slope upstream of the culvert is 1.5 % for 100 feet and
downstream is 1.5 % for 125 feet. Using the freeboard adjusting factor for flow it
was determined that the maximum depth upstream is 2.30 ft which is below the 3
ft depth as provided by the regrading as shown in the plans (see appendix pg 27).
The maximum depth downstream is 2.30 ft which is below the 4 ft depth as
provided by the regrading as shown in the plans (see appendix pg 26). Significant
erosion has occurred where the borrow ditch enters Mail Creek. To remedy the
situation a new 36" ADS-N12 pipe will be installed with headwalls at each end.
There will be riprap placed downstream to prevent erosion of Mail Creeks banks.
Conclusion
The proposed drainage concepts presented in this study and shown on the revised
final utility plans adequately provide for the conveyance of developed runoff from
Miramont Valley P.U.D. The concepts shown here will also allow for the
development to occur and be in compliance with the Fossil Creek Basin Master
Plan, and the Mail Creek Master Plan. This site will also be in compliance with
the Overall Drainage plan for the Oak/Cottonwood Farm.
5
II. REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, May 1984, interim revision January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991.
3. Final Drainage and Erosion Control Study for Miramont Valley P.U.D., Fort Collins,
Colorado, September 30, 1996.
4. Drainage Report for Poudre School District R-1, Werner Elementary School, Fort Collins,
Colorado, March 20, 1986.
5. Final Drainage and Erosion Control Study for Castle Ridge (& Miramont P.U.D.,
First Filing, Fort Collins, Colorado, August 1993.
0
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APPENDIX
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' EXHIBIT FROM MIRAMONT VALLEY P.U.D. UTILITY
PLANS, AUGUST 1996
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DETAIL OF INTERSECTION OF ROMA VALLEY COURT
AND MAIL CREEK LANE
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CULVERT CALCULATIONS WITH EXCERPTS FROM
PERTINENT DRAINAGE REPORTS
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9080
700
too = 57.1
40
30
20
10
9
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1 6
5
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1 3
1
90
84
0.0002
72
66
0.0003
60
0.0004
54
0.0005
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48
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42
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= 36 iN.
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Figure 7.1 Nomograph based on Manning's formula for circular pipes flowing full I6
and with n = 0.013.
Z
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MANHOLE
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4'
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RIPRAF
...:CLASS
'BURY F
DETEN T.1
VOLUME
100 2*YR.
RELEASE
01
-.1 .. I'll: TOP OF
WATER,-'c
24" ADS -;-1,.
5....
02 -Ar 6' LONG..-'x' 6WID
......... ...... x 18" DEEP CLA$
....... . RIPRAP w/ 12" 1,'C
--------- Z. CLASS. A
LVERT (' W 4DE) I v....jHT :,--MAIL CREEK,: Li
20' WIDE OVERF OW WEI TO 0 BERM
4
MAXI UM 01) r1r'Np P�
rvi7e =M-3 -F:5
4 48.0 WEIR
20
100 YA p E VfLopfp F1 0 W f�K I?W�`w 5 = 6,5 c 4
OVERFLOW WEI
OBB Tis
IVJ DESIGNED — CHECKED q3DI n c . Engineering Consultants
AUG 1993 504-004 209 South Meldrum Street 2480 W. 26th Ave. Suite 46, Bldg. C 953 So. OVER 0— DATE PROJECT NO- Fort Collins, Colorado 80521 Denver, Colorado 8 211 Voil, Colo.
303 482-5922 303 / 458-5526 303 / 47
1
DETENTION POND SIZING BY FAA METHOD
DEVELOPED BY
JAMES C.Y. GUO, PHD, P.E.
DEPARTMENT OF CIVIL ENGINEERING
- _ UNIVERSITY OF COLORADO AT DENVER
=II=LLa==LLaaa= =L-3-II--II----a--a a=aIIa=LaaaLLaa=L=L=aaa==L===3=a=3=II==a=LaIIaII
EXECUTED ON 10-07-1993 AT TIME 09:20:10
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PROJECT TITLE: CASTLE RIDGE AT MIRAMONT
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 6.85
RUNOFF COEF . = 0.55
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERI00 (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60
Sy
+ex-- +\,e-, �
Mai l Cree,k Lo..vti �, T�.e-
80 100 120 150 180
INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1. 1.2 1.0 1
• ** POND OUTFLOW CHARACTERISTICS: �}�- LC"G,�- a"
MAXIMUM ALLOWABLE RELEASE RATE = 16.3 CFS �� ' �(� �e�r �'} ( S l6 f- t C.•
OUTFLOW ADJUSTMENT FACTOR = .8
AVERAGE RELEASE RATE = 13.04 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
0.24
0.09
0.15
10.00
7.30
0.38
0.18
0.20
15.00
6.25
0.49
0.27
0.22
20.00
5.20
0.54
0.36
0.18
25.00
4.70
0.61
0.45
0.17
30.00
4.20
0.66
0.54
0.12
35.00
3.85
0.71
0.63
0.66.
40.00
3.50
0.73
0.72
0.01
45.00
3.25
0.77
0.81
0.00
-----------------------------------------------------
THE REQUIRED
POND SIZE
= .2211364 • ACRE -FT E
p
1z1�-
THE RAINFALL DURATION
FOR THE
ABOVE POND
STORAGE= 15 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
52.66
0.05
4.00
0.00
0.50
56.66
0.06
4.00
0.03
1.00
60.66
0.07
4.00
0.06
voiv:w-- e--
is
+„•v.,ATE S COMPUTATIONS
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RIPRAP CALCULATIONS
i
The Sear -Brown Group
UDFCD Riprap Design
Project. Addendum to Miramont Valley P.U.D.
Designer. • JDH
Project #. 504-029
Date: ************
Location: Outfall of 29x45 HERCP
Checked.
Circular Pipe Outlet
'
Pipe dia.: 36 in Tailwater.•
Discharge 57.8 cfs Max VeL:
2.07 ft (known)
5 ft/s (soil dependent)
1. Required riprap type:
'
Q/D^2.5 = 3.71 < 6 --> use design charts
D = 3.00 ft
YUD = 0.69
Q/D^1.5 = 11.12
'
d50 = 4.79 in --> 6 in
--- > Use Type VL (Class 6) riprap
'
2. Expansion factor.-
1 / [2 tan(theta)] = 6.8
3. Riprap length:
At = ON = 11.56 ft2
L = 1/[2tan(theta)]*(AUYt - D) = 17 ft
'
4. Governing limits:
L>3D= 9 ft <=17ft-->OK
L<1OD= 30 ft =>17ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (6 in / 12) = 1.00 ft
'
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (36 in /12) = 9 ft
1
Summary:
Type VL (Class 6) riprap
Length = 17 ft
'
Depth = 1 ft
Width = 9 ft
1
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15-Feb-2000
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SWALE CALCULATIONS
a.'3
DOWNSTREAM OF 29x45 HERCP
' Worksheet for Triangular Channel
Project Description
Project File
I:\jobs\504-029\data\drainage\project2.fm2
Worksheet
DOWNSTREAM FROM ROMA VALLEY CULVERT
'
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.040
'
Channel Slope
0.015000 ft/ft
Left Side Slope
3.000000 H : V
Right Side Slope
3.000000 H : V
Discharge
57.80 cfs ■"aQ too
tResults
Depth
2.07
ft ,f_ .-AK. WA-TEK P95?*
Flow Area
Wetted Perimeter
12,86
13.09
ft2
ft
Top Width
12.42
ft
Critical Depth
1.87
ft
Critical Slope
0.025562 ft/ft
Velocity
4.50
ft/s
Velocity Head
0.31
ft
Specific Energy
2.38
ft
Froude Number
0.78
Flow is subcritical.
00 9:00:FlowMaster v5.15
:00:00 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
a
DOWNSTREAM OF 29x45 HERCP
Worksheet for Triangular Channel
Project Description
Project File
I:\jobs\504-029\data\drainage\project2.fm2
Worksheet
DOWNSTREAM FROM ROMA VALLEY CULVERT
'
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
' Mannings Coefficient 0.040
Channel Slope 0.015000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 76.90 cfs
' Results
Depth 2.30 ft 41
Flow Area 15.93 ft'
Wetted Perimeter 14.57 ft
Top Width 13.83 ft
Critical Depth 2,10 ft
Critical Slope 0.024608 ft/ft
Velocity 4.83 fus
Velocity Head 0,36 ft
Specific Energy 2.67 ft
Froude Number 0.79
Flow is subcritical.
r
I
Fop, r-PeE BOA"
GQ = (1•33) (0 reo)
Q = (/•33) (57.4e4s)
F{EQf~rXEt7 (>EP7?-/
02/15/00 FlowMaster v5.15
09:03:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 011
95
UPSTREAM OF 29x45 HERCP
' Worksheet for Triangular Channel
Project Description
Project file
I:\jobsk504-029\data\drainage\project2.fm2
Worksheet
UPSTREAM FROM ROMA VALLEY CULVERT
'
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope
0.015000 ft/ft
Left Side Slope
3.000000 H : V
Right Side Slope
3.000000 H : V
Discharge
76.90 cfs
1
I
I
I
1-1
I
I
Results
Depth
2.30
ft
Flow Area
15.93
ft2
Wetted Perimeter
14.57
ft
Top Width
13.83
ft
Critical Depth
2.10
ft
Critical Slope
0.024608 ft/ft
Velocity
4.83
fUs
Velocity Head
0.36
ft
Specific Energy
2.67
ft
Froude Number
0.79
Flow is subcritical.
02/15/00 FlowMaster v5.15
09:01,18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
tAv
DOWNSTREAM OF 24 RCP
Worksheet for Triangular Channel
Project Description
Project File
I:\jobs\504-029\data\drainage\project2.fm2
Worksheet
DOWNSTREAM OF 24 RCP
Flow Element
Triangular Channel
Method
Manning's Formula
_Solve For
Channel Depth
1
Input Data
Mannings Coefficient 0.040
Channel Slope
0.015000 ft/ft
Left Side Slope
3.000000 H : V
Right Side Slope
3.000000 H : V
'
Discharge
53.80 cfs 4111111 Q t a p
Results
Depth
2.02 ft �-rq tL wA-T6r=
Flow Area
Wetted Perimeter
12.19 ft2
12.75 ft
Top Width
12.09 ft
Critical Depth
1,82 ft
Critical Slope
0.025808 ft/ft
Velocity
4.42 ft/s
Velocity Head
0.30 ft
Specific Energy
2.32 ft
Froude Number
0.78
Flow is subcritical.
1
I
r
I
I
02/15/00 FlowMaster v5.15
09:11:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
a7
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r
11
r
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1
r
11
1
1
r
L
11
r
I
CHARTS, TABLES AND FIGURES
DRAINAGE CRITERIA MANUAL
RIPRAP
Fi-r.
E
t
A = Expansion Anale
mmmmmmmm
mmw,dI
NIPAWAVAN
FAA
Mw�
4.
No
MEN=
.l .2 .3 A .5 .6 .1 .8
TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
n
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15 -82
URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
Uzi
DRAINAGE CRITERIA MANUAL
RIPRAP )' (0 •-
a4(
0
OMEN--
EPAS
0
No
APAVE
No
PAM
�+ 6
Yt/D
Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance of 3D downstream.
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGES FLOOD CONTROL DISTRICT
30