HomeMy WebLinkAboutDrainage Reports - 03/22/1994Farp �iwlQ�pmTT OF
DRAINAGE AND EROSION CONTROL REPORT
FOR
ENGLISH RANCH FOURTH FILING
= Vail. a/2
PREPARED
FOR
BARTRAN & COMPANY, INC.
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET..
FORT COLLINS, COLORADO 80521
303/482-9331
MARCH 1994
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DRAINAGE AND EROSION CONTROL REPORT
FOR
ENGLISH RANCH FOURTH FILING
INTRODUCTION:
The English Ranch Fourth Filing consists of a 23.32 acre parcel of land
located in the Northeast 1/4 of Section 32, Township 7 North, Range 68 West
of the Sixth P.M., Fort Collins, Larimer County, Colorado. This parcel of
land is an extension to the east of the existing English Ranch 1st, 2nd, and
3rd Filings.
The proposed improvements on this parcel consist of 73 single—family lots,
streets, and two proposed detention ponds on the north end of the site. The
east pond will be the detention area for the future Fifth Filing.
The site is bordered on the north by East Horsetooth Road, on the south
and on the east by farm land, and on the west by English Ranch 1st and 3rd
Filings.
EXISTING DRAINAGE BASIN:
The proposed site is in the Fox Meadows Basin Drainage Master Plan which
was developed for the City by Resource Consultants, Inc. dated February 1981.
Runoff from this basin is North/Northeast to Horsetooth Road then East in an
existing 36" storm drain pipe to the existing drainage outfall channel from
the Foothills Basin. The Sunstone development and English Ranch 1st, 2nd and
3rd filings have been developed and all the drainage facilities are in place.
- The proposed site is presently undeveloped, consisting of irrigated farm
land. The upper one third of this site slopes east at approximately 0.5% grade.
The north two—thirds of this site slopes north at approximately 0.7% grade.
There is no offsite runoff from the south, east, or west onto this site.
The south side is bounded by an irrigation ditch and the West side by the
English Ranch 1st and 3rd Filings. All that runoff is to the west through
those filings. On the north side about 0.95 acres of Horsetooth Road flows
east to this site and is presently undetained. There is also a small area
of runoff from the First Filing being the back part of four lots that are on
the south side of Antelope Road that will require an area inlet to get the
runoff to the detention areas. The backs of these lots were not graded to
the proper height and now create a hole with no outlet. Overflow may enter
this site on the north end by the existing English Ranch 1st Filing ponds
created by plugging of the English Ranch detention ponds. All overflows are
routed through the ponds to -the intersection of Horsetooth Road and County
Road No. 9.
English Ranch Fourth Filing
Page 2
DRAINAGE CRITERIA:
Due to the small size, the Rational Method has been utilized to determine
peak runoff rates and required detention pond volumes. Design factors used
are in accordance with the recommendations of the City of Fort Collins Storm
Drainage Criteria and Construction Standards Manual. In accordance with the
City of Fort Collins drainage policy, the 100—year runoff from the developed
site will be detained in the two onsite detention ponds and released at the
2—year undeveloped rate.
PROPOSED DRAINAGE FACILITIES:
Design calculations and a site grading plan have been included at the
end of this report. The proposed drainage facilities for this site are
summarized as follows:
1. There will be two onsite detention ponds on the south Side of
Horsetooth Road. The west pond (Pond 1) is sized to hold a minimum of 144,815
cubic feet. The pond's average depth is three feet. Release from this pond
will be to the existing 36 inch RCP along Horsetooth Road at the 2—year historic
rate. Emergency overflow from this pond will be to Coventry Drive, then to
Pond 2. This pond has a minimum freeboard on the north, south and west ends.
The east side where the emergency spillway is has a freeboard of 0.5 feet in
the spillway section. All pond side slopes are at a maximum side slope of
4:1.
Pond 2 which is being developed with this filing is primarily for runoff
from the future 5th filing. The pond has a capacity of 122,933 cubic feet
at an average depth of three feet. Release from this pond is also into the
existing 36 inch RCP at the historic 2—year rate. The 2—year released rate
used now will be the_3.08 cfs designed in the preliminary report for the 4th
and 5th Filing. When.the 5th is finalized this outlet may be required to be
revised. All side slopes into the pond are at a maximum slope of 4:1. The
pond has a minimum of a 1.0 foot freeboard on the west, north and south sides.
The freeboard at the emergency access on the east side will be 0.5 feet.
Emergency overflow from this pond will be to County Road No. 9.
2. Curb inlets will be required at the west end of this site at Horsetooth
Road. One inlet will be at County Road No. 9, two on Coventry Drive into Ponds
1 and 2, and two on Antelope Road at Coventry Drive,
3. An area inlet will be required on the south side of Antelope Road
on the west end of the site to carry the 100—year runoff from the already
developed low point from improper grading.
4. A temporary swale along the east side of the 4th Filing will carry
the runoff to Pond 2 until the future 5th Filing is constructed. The slope
of this swale is 0.5%...A variance from the City criteria of a 2% slope on
the Swale is requested because the swale is only temporary. At the current
rate of development -in this project, the Fifth Filing will probably begin
construction this fall, eliminating the need for this swale.
English Ranch Fourth Filing
Page 3
This site has been broken down into six subbasins. All subbasins runoff
to Pond 1 except for Subbasin 4 which willrunoff to Pond 2. Subbasin l'is
4.62 acres; Subbasin 2 is 3.08 acres; Subbasin 3 is 3.37 acres; Subbasin 4
is 6.88 acres; Subbasin 5 is 3.86 acres and Subbasin 6 is 3.19 acres The total
area of the subbasins is 25.00 acres. Subbasin 5-includes offsite area at
Horsetooth Road and pond area. Subbasin 1 has 0.241 acres of offsite flows
which runoff to the First Filing and into that detention pond. This flow comes
from Antelope Road and also Stockbury Drive. English Ranch First Filing has
0.37 acres of flow to this Pond 1. •Also, 0.45 acres included in Subbasin 5
was included in the First Filing. Because English Ranch is.one project, flows
to different filings are okay, providing there is close to a balance which
is this situation.
EROSION CONTROL:
English Ranch Fourth Filing is located in a moderate zone for both wind
and rainfall erodibility.
Rainfall erosion will be controlled by the installation of pavement and
walks and by temporary mulched seeding over the rear 40 feet of the lots, and
by permanent mulched seeding in the detention.pond areas.
Sediment shall be controlled on the site by the installation of sediment
traps at the detention pond outlets, gravel filters over catch basin inlets
and straw bale barriers in the temporary channel.
The construction of pavement and walks and mulched seeding will provide
adequate 200—foot barriers to control wind erosion.
STEWART&O SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
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EFFECTIVENESS CALCULATIONS
(PROJECT: Ch1GLlSN R�Nc�I ¢tls ----------------------------------
STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control
C-Factor
Method
Value
Bare
.3oi
0------
SeA'i�e
F .Tra
I.0
y✓Mi-
6r.cvel
¢c ....Iks
7iIIerf
0.01
<fr-4v/
.bole .borrlerr
/ 0
/ 0
i'e&,p
croPJM✓tc(
0.06
r
MAJOI
BAS I I
PS. SUB
(o) BASIN
76. 7 9 1--
AREA.
(Ac)
P-Factor
Value Comment
-- ---------------------
(, 0
I.0
' D•B
/. 0
-------------------------------------------
CALCULATIONS.
---------------------
bare, soj - z.¢4 Ae
p✓n• - & walkt 0.13- 4c
to �Crpr/rAac( -1.t3 /4c rear ¢� off- lots
Wed t(o.asl.o��t�1t3 L.00
4.GZ
G •0.55
W+Z P= O.SxU.Fr= 0.46
rFF-• l-(05sxo.¢v�xIGO 78
#Z 3.06 13are, Sol/ l I.GI f4c
;p,,. � 0.62 Ac
fe,�P 'cr•�/r��l cl = o.6S Ac rear 4c1 0'-lo4S
.. WF� G_ �l.lfl�l�fCO.G��.GI) {-(O.B>�(G•Ot�
o.s4-
E F F .59-x. it x�r, = 76,4�i
3
1 6.56
Bare- soil 3,4t 4C
P m4-A w-1k$ - /.34 Ac
i-e.•.� crop/iN4e4- I.00 Ac =rear 4� o� loft
W �� G = �311 ?)r) � ( I.34)(, 6, � . 6rOxo. o �
6, 5 C
STEWART&ASSOCIATES
Consulting Engineers and Surveyors
'Y
103 S. MELDRUM, FORT COLLINS, CO 80521 /
PH. 482-9331 FAX 482-9382
By: Date: Client: 5H979i9N cKc Co. Sheet No. of
Project: F_ 1-J C L I-S H Fz /9 N C H
Subject: •ERO.51 l r j C0.uTR0L (:::: UST 5
j 6EMME"T 7I3,,9Pi Z RT L00, 00 i ! _ ZoO, 00
57f�i�wi O/ALE;:: C RFIIe )EIZs f S f}T 7S.,DUI j I = 375. 00
GFAVF1L ' FILT6K5 j. -I 7: !00'i, 00! i I i'=. 700, 06
SEEPING-/MvLCN I 7.q3 1/}c.',C' 01UI¢9/sF i= S1¢G.9Z
(¢ Z1. 92
I � i � I I 1 i j •
1 1
i�r SEr� �I-TE ! (NaT- / )e 1140(?515 TW114 I cN'T'( ` r�V I = IP '4V(/3F)
/%3cA- 2s,aa)C9336o) 46-4900 I I /C2¢1000 S1= ' U. ar1Sl SF = lls7/, SO
M.c�x = 1157/. s 0 X 1,5 "�17957, Z5-
: I
j
e
I j-
_ i
I
CONSTRUCTION SEQUENCE
PROJECT: -Naosm 9,4ucN 4-'�' STANDARD FORM C
SEQUENCE. FOR 19 ONLY COMPLETED BY: DATE:
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR I9¢
MONTH /„1
---------------I
OVERLOT GRADING
I
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other - cvrbs
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting'
Mulching/Sealant
Temporary Seed Planting!,
Sod Installation
Nettinas/Mats/Blankets
Other
----1-
----------------- ---------------- j
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
HDI/SF-C:1989
JA`IUA.?'i 1991 8-20 DESIGN CRITERIA
No Text
No Text
DRAINAGE CRITERIA MANUAL
RUNOFF
5(
kr
I_ 20
z
W
U
W
10
z
W
a
0 5
W
¢ 3
0
U 2
W
F-
a
t3
1
5
.1
MAN
11
.2 .3 .5 1 'S 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
1 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
TABLE 7.04 1.
SHAPE.
COEFFICIENT
COMMENTS
Sharp Crested—
_
Projection Ratio (H/P
= 0.4)
3.4
H 21.0
Projection Ratio (H/P
= 2.0)
4.0
H 21.0
Broad Crested
_
w/Sharp U/S Corner
2.6
Minimum Value
w/Rounded U/S Corner
3.1
Critical Depth
Triangular Section
_
A) Vertical U/S-Slope
_
1:1 D/S Slope
3.8
H !0.7
4:1 D/S Slope
3.2
H 2O.7
10:1 D/S Slope
2.9
H 20.7
B) 1:1. U/S Slope
_
1:1 D/S Slope
3.8
H !1.0
3:1 D/S Slope
3.5
Trapezoidal Section
1:1 U/S Slope, 2:1 D/S
Slope
3.4
H 21.0
2:1 U/S Slope, 2:1 D/S
Slope
3.4
H 21.0
Road Crossings
Gravel -
Paved
3.0 H>1.0
3.1 H>1.0
•� \. as M \l oh \1 \1
DEGREE O. ,ySME\GEMGE w
ADJUSTMENT FOR TAILWATER
WRC ENG. REFERENCE: King h Brater, Handbook of Hydraulics,
McGraw Hill Book Company, 1963
-739-
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