HomeMy WebLinkAboutDrainage Reports - 10/20/1995Fine
G P D .�5
FINAL DRAINAGE & EROSION
CONTROL REPORT
FOR
PROSPECT G&W2Mk P.U.D.
(fo
PARSONS & ASSOCIATES , CONSULTING ENGINEERS
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FINAL DRAINAGE & EROSION
CONTROL REPORT
FOR
PROSPECT GREENS P.U.D.
May 11, 1995
Revised July 31 1995
Revised August 25, 1995
PREPARED FOR:
Mr. Larry K. Pedersen
Pedersen Brothers Homes & Development LLC
209 North Link Lane
Fort Collins, CO. 80524
PREPARED BY:
PARSONS & ASSOCIATES, INC.
432 LINK LANE PLAZA
FORT COLLINS, CO. 80524
(303) 221-2400
PROJECT NUMBER 94.09 NLR
91
TABLE OF CONTENTS
INTRODUCTION .....1
SITE DESCRIPTION
.....1,2
MASTER DRAINAGE
.....3
DESIGN CRITERIA
.....4
HISTORIC/ DRAINAGE CONDITIONS
.....4
PITKIN LATERAL
.....5
SUB -BASINS A, B
.....6
SUB -BASIN C
.....7
EROSION CONTROL
.....8
CONCLUSION AND RECOMMENDATIONS
.....9
Figure 1
Figure 3
Appendix A
Appendix B
Appendix C
Appendix D
Back Pocket
Vicinity Map
Spring Creek 100 year Hydrographs
Historic Drainage Design Data
Developed Drainage Design Data
Erosion Control Information
Letter of Agreement
FINAL DRAINAGE & EROSION
CONTROL REPORT
FOR
PROSPECT GREENS P.U.D.
Introduction:
This final drainage and erosion control report has been
prepared in conjunction with the final engineering plans to provide
1 conceptual information for the development of 17 single family
+ residential lots on E. Prospect Road east of Stover St. (See
Vicinity Map, Figure 1). This report is prepared in conformance
with the City of Fort Collins"Storm Drainage Design Criteria and
Construction Standards and the "Spring Creek Masternlan".
I
ISite Descrivtion:
Prospect Greens P.U.D. is a 3.73 acre parcel on the south side
of East Prospect one lot east of the Bauder Elementary School
(Discovery Center), within the Fort Collins City limits.
More specifically the property is located in the East Half of
the East Half of the Northwest Quarter of the Northwest Quarter of
Section 24, Township 7 North, Range 69 West of the 6th. Principal
Meridian, County of Larimer, State of Colorado.
11 1
F
The site frontage on East Prospect Street currently has two
houses, one house is an existing outlot, the other will remain and
be modified to match the character of the proposed development. A
shallow irrigation channel divides the parcel and the area to the
south of the ditch is undeveloped agricultural land for horses and
t
small livestock. The Spring Creek Floodplain borders the southern
extreme of the site and published flood elevations are shown on the
drainage exhibit in this reports back pocket. The existing
topography slopes east or southeasterly to the Spring Creek
drainage with the exception of the small area around the existing
homes that drains to the southern flowline on East Prospect Street.
The proposed development for this site will consist of 17
single family units on approximately 3.73 acres. All public
improvements, as shown on the enclosed back pocket exhibit will be
constructed with the project.
4.
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� SCALE: 1" = 1000'
4.
FIGURE 1
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Master Drainage:
The Flood Insurance Rating Mapping (FIRM) are currently under
revision by City personnel and FEMA. The current mapping in force
for the Spring Creek Basin is Dated 1979 and the Zone A and Zone B
floodplain are shown on the enclosed back pocket exhibit.
Hydrography for Spring Creek was obtained from a "Interim Flood
Hydrology Report or Spring Creek by RCI, 1977". The Hydrograph at
Stover Street, immediately upstream of the proposed development,
gives a 100-year peak flow of 4780 cfs. at around 140 minutes.
The City of Fort Collins Spring Creek Masterplan (EPI, 1988)
was reviewed to obtain current floodplain information. This report
gives a 100-yr. peak flow of 2400 cfs and the approximate
floodplain limits are shown in the enclosed back pocket exhibit.
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Design Criteria:
The Rational Method as identified in the "City of Fort Collins
Design Criteria" has been used to calculate runoff from the site.
The Rational Method is a widely accepted predictor of flows from
drainage basins less than two hundred (200) acres. All
coefficient, nomegraphs and design values used in this report are
from the Fort Collins Design Criteria or "Urban Storm Drainage
Criteria Manual", Volumes 1 and 2.
Historic/Drainage Conditions:'
The historic runoff conditions were calculated for this area
and are available in Appendix A of this report. However, due to
the location of the proposed development adjacent to the Spring
Creek Floodplain and low in the basin, the associated peak runoff
will be released well before the peak flow on Spring Creek.
4
11
Major (100-Yr.) developed conditions peak at 22.8 minutes at
a maximum flow of 10.2 cfs, please refer to Appendix B. This
maximum time to peak is far below the time to peak as shown in
Figure 3 at approximately 140 minutes. The peak runoff from the
proposed development would reach maximum flow almost two hours
before the peak flow in Spring Creek. Detention storage for this
site has no effect on peak attenuation of flows spilling to Spring
Creek. Therefore, on -site detention was not considered for this
development.
Pitkin Lateral
The existing irrigation ditch currently serves approximately
four downstream users to the east. The existing ditch is shallow
and varies from 1 to 1.5 feet deep and crosses the property from
west to east, as shown on the enclosed back pocket exhibit. The
ditch travels upgradient for approximately 200 feet and then turns
north on the east side of the Discovery Center. The channel flows
from a 15" RCP under E. Prospect the ditch goes underground at the
approximate location of stover and Pitkin Appendix C of this
report contains the letter of agreement signed by the downstream
users of the irrigation lateral. Re-routing of the lateral will
have no adverse effect on the use or quantity of water delivered to
the downstream users.
5
DEVELOPED DRAINAGE
The Site was divided into five separate Sub -basins to evaluate
developed flows and conveyance elements.
aBasin A:
The sub -basin consists of two existing' houses, no
modifications will occur. Major and minor storm flows will collect
to the flowline of Prospect Road and will be conveyed eastward per
historic conditions.
11 Basin B:
This area was divided into three separate basins. Sub -basins
B-1 and B-2 are developed areas that drain to Ukiah Lane and south
to a curb inlet at the cul-de-sac. An overflow channel is provided
to convey major storm events or provide emergency release in the
event of a clogged inlet. Sub -basin B-3 consists largely of an
off -site area that drains to the project. A shallow channel along
the westerly property line will collect these flows and direct them
to the major runoff channel and Spring Creek to the south.
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IBasin C:
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Sub -basin C-1 drains the back of the single-family lots and
into the open area adjacent to the Spring Creek bike path. The
developed flows from this area are minor (2.5 cfs for loo-yr.) and
will be conveyed in a shallow channel along the east edge of a
pedestrian pathway to Spring Creek.
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4 EROSION CONTROL:
I
This project is located within an area of moderate wind
erosion and moderate rainfall erosion according to the City of Fort
Collins wind and rainfall erodibility maps.
WIND EROSION:
Wind erosion protection will be provided by silt fencing on
the northern and western perimeter of the project. Asphalt paving
of the parking area and seeding and mulching (or landscaping) of
all disturbed areas will provide final stabilization upon
completion of this project.
IWATER EROSION:
As stated above, final stabilization will occur with
completion of paving and landscaping features. All area disturbed
by grading and fill will receive native grass seed and mulch and
will be graded to establish positive flow as shown on the enclosed
exhibit.
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conclusion and Recommendations:
After reviewing the existing drainage information and site
conditions, the following conclusions can be made.
1. The runoff from proposed development will collect to
backyard or side yard swales and flow to the curb line of
the central street and collect to the far south corner
sump. An area inlet and pipe will convey initial storm
flows to Spring Creek, major storm flows will overtop the
curb and spill into an open channel to Spring Creek.
2. All foundations will be approximately 2.5 to 3.0 feet
above the 100-year surface of Spring Creek, per the FIRM,
1979.
3. No on -site detention will be provided due to the
developed time to peak being approximately two (2) hours
before the Spring Creek peak flows in this reach.
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PROSPECT GREENS P.U.D.
Velocity and Depth Calculations
Formulas based on Open Channel Hydraulics by V.T. Chow, Table 2-1
Cross Section B ffW Bottom, 4:1 side slopes
Area = [(y)(4))y = 4y^ 2
WP = 2y(1+4^2)^1/2=2y(17)^1/2
Radius = Area/WP = 4y ^ 2/2y(17) ^ 1/2
Froude # = F = V/ (gy) ^ 1/2
Prospect Greens PUD
MAJOR STORM (100 Year) Velocity and Depth Calculations
Channel 1: Overflow from end of Ukiah Lane to Spring Creek
Q100 = 15.1 cfs plus 33% extra capacity (20.1 cfs)
S = 0.02 Q•n/L486'S^1/2 = 5.7387
Q = 20.1
a = 0.06
Cross Section B
Q•n/1.486'S ^ 1/2
Depth
WP
Area
AR ^ 2/3 Velocity
5.7387
OS
4.12
1.00
03888
5.7387
0.7
5.77
1.96
0.9538
5.7387
L2
9.90
5.76
4.0157
5.7387
13
10.72
6.76
4.9713
5.7387
137
1130
7.51
5.7177 2.68 fps
Top Width:
10.96
Froude # 0.40
Channel 2: Spill from Basin C-1 to the Spring Creek Bikepath Cross Section B
Q100 = 25 cfs plus 33% extra capacity (33cfs)
S = 0.028 Q'n/L486'S^1/2 = 0.796283
Q = 33
a = 0.06
Q•n/1.486•S ^ 1/2
Depth
WP
Area
AR ^ 2/3
Velocity
0.796283
0.4
330
0.64
02144
0.796283
OS
4.12
1.00
03888
0.796283
0.6
4.95
1.44
0.6323
0.796283
0.7
5.77
1.96
0.9538
0.796283
0.65
536
1.69
0.7828
1.95
Top Width:
5.2
Froude #
0.43
Channel 3: Swale on west property line spills to culde sac
Goss Section B
Q100 = 6.7 cfs plus 33% extra capacity (8.9cfs)
S = 0.042 Q•n/L486•S^1/2
= 1.753468
Q = 89
n 0.06
Q•n/1.486'S^1/2
Depth
WP
Area
AR^2/3
Velocity
1.753468
OS
4.12
1.00
03888
1.753468
0.6
4.95
1.44
0.6323
1.753468
0.7
5.77
1.96
0.9538
1.753468
1.753468
0.8
0.88
6.60
7.26
2 56
3.10
L3618
L7560
2.87
Top Width:
7.04
Froude #
0S4
Channel 4: Swale on cast property line spills to cul-de-sac
Cross Section B
Q 100 = 6.8 cfs plus 33% extra capacity (9.1cfs)
S = 0.01 Q•n/L486•S ^
1/2 = 3.674293
.Q = 9.1
n = 0.06
QWL486'S^In
Depth
WP
Area
AR^2I3
Velocity
3.674293
OS
4.12
1.00
03888
3.674293
0.7
5.77
1.96
09538
3.674293
0.9
7.42
3.24
1.8645
3.674293
1.1
9.07
4.84
3.1841
3.674293
L16
9.57
538
3.6686
1.69
Top Width:
9.28
Froude #
0.28
Channel section for Pitltin Lateral to the Bast
Cross Section B
Q100 = 4.5 cfs plus 33% extra capacity (6.lcfs)
S = 0.005 Q•n/L486•S^
1/2 = 3.483191
Q = 6.1
n = 0.06
Q'n/L486'S ^
1/2 Depth
WP
Area
AR ^ 2/3
Velocity
3.483191
OS
4.12
1.00
03888
3.483191
0.7
5.77
1.96
0.9538
3.483191
0.9
7.42
3.24
L8645
3.483191
1.1
9.07
4.84
3.1841
3.483191
1.14
9.40
5.20
35023
1.17
Top Width:
9.12
Froude #
0.19
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LOVELAND
STORM pRA1NAGE CRITERIA MANUAL
ALLOWABLE GUTTER CAPACITY
MAJOR STORM
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DESIGN CONDITIONS
Q= F (0.56 � 5 1/2 d 8/3)
F = (from Figure 6-2 Reference 1)
n = 0.016 street
n=.0.025 grass.
FIGURE 903
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NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS. DEPRESSION DEPTH 27
Adapted from Bureau of Public Roads Nomograph
MAY 1994
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1964.) Head for concrete pipe culverts flowing full; a = 0.012. Adapted
• from Bureau of Public Roads•cltart 1051.1.
Equation: ' H = (2.5204(1 +M +466.18u2Ll
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design discharge in cis.
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APPENDIX C
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RAINFALL PERFORMANCE- STANDARD EVALUATION
--------- - ---
PROJECT: �� --( nS------LA
COMPLETED BY:.
DEVELOPED
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DI/SF-A:1989
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EFFECTIVENESS CALCULATIONS
--�„y -- GAS ----�D--
PROJECT: P1- ------STANDARD FORM B
COMPLETED BY: 1 CA DATE:
Erosion Control
C-Factor
P-Factor
Value----
ValueComent
--- ---Method
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MAJOR
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SUB
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(A)
BASIN
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-----------------
—----------1-------
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EFFECTIVENESS CALCULATIONS
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AJOR PS SUB AREA CALCULATIONS
ASIN (A) BASIN (Ac) ----------------------�
jaw �-S-t 1- 02 L
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Erosion. Control.
C-Factor
P-Factor
Method
Value
Value Comment
=------ ---------
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„ 134.a
1.00
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015
CALCULATIONS .
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--------------------------------------------------------------
DI/SF-B:1989
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ENGINEER'S COS_ T ESTIMATE
Page:
FINAL
1 OF 1
Project Number. Project Title:
Date:
94.09-NLR
PROSPECT GREENS PUD
19-May-95
Estimator. 'GA.ODEHNAL
File:
PGEROCE.WQ1
Rom
#1: ALTERNATE #1
ALTERNATE #2
Numbe Description of Item
Unit Cost` Unit
eroslon control as designs
all disturbed areas seeded
Quantity
item Cost
Quantity Item Cost
A
EROSION CONTROL
Native Seeding w/ 2 Tons of
Straw Mulch (Crimped)
$650.00
AC
1.7
$1.105.00
$0.00
Straw Bale Units (5 bales/unit)
$50.00
EA
12
$600.00
$0.00
Silt Fence
$3.00
LF
650
$1,950.00
$0.00
Native Seeding w/ 2 Tons of
$650.00
AC
4.9
$3.185.00
Straw Mulch (Crimped)
$3,655.00
$3,185.00
SUBTOTAL
MULTIPLIER
1.5
1.5
$5,482.60
$4,777.60
TOTAL DEPOSIT
TOTAL
SECURITY REQ'D.
$5,482.50
w Unit costs are Instaued cows.
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APPENDIX D
A
RPARSONS &
R ASSOCIATES, INC.
CONSULTING ENGINEERS
August 25, 1995
Pitkin Lateral Owner
RE: Relocation and maintenance of Pitkin Lateral through
Prospect Greens P.U.D.
Dear Owner:.
This request is for your approval of the re -location of the
�! Pitkin lateral for the proposed Prospect Greens P.U.D. The
enclosed plan (sheet 3/4) shows the proposed. subdivision, grading
and relocation of the irrigation ditch. The ditch will be diverted
into a 15" RCP an conveyed below the proposed roadway, Ukiah Lane,
as shown. This proposed relocation will maintain the historic
10 integrity of the ditch and the following points:.- -
1. The cost of on -site improvements to relocate the ditch
and all structures and associated grading will.be borne
by the owner/developer.
2. The delivery of water to downstream users will not be
affected.
3. The.future maintenance of the ditch. and its associated
structures on the subject. property will be borne by the
Prospect Greens Home Owners Association. This includes
clearing of debris, care and maintenance of the ditch
turf and maintenance of pipe, structures and channel
integrity.
If you have no objections to the proposed ditch re -alignment
and the points outlined above,
please sign the signature page
included and return to: Mr. Ron Young, Remax First Associates,
Inc.,
3665 JFK Parkway, Bldg. 2, Fort
Collins, CO. 80525.
You may keep this letter for your files.
If you have any questions
or require additional information
call Parsons & Associates, Inc.
during normal business hours.
Sincerely,
PARSONSS% &ASSO IATES, INC.
oaf**
Garf A. Odehnal, P.E.
Project Manager
_ 28086
�ri•e�.$ • 95
GAO/jd
•.
�.\ ��
432 Link Lane Plaza Ft. Collins, Colorado 80524 [303] 221-2400 •
SIGNATURE PAGE
Pitkin Lateral water user agrees to the following items as
outlined in the Cover letter dated June 20, 1995:
RE: Relocation and maintenance of Pitkin Lateral through
Prospect Commons P.U.D.
1. The cost of on -site improvements to relocate the ditch and
all structures and associated grading will be borne by the
owner/developer.
2. The delivery of water to downstream users will not be
affected.
3. The future maintenance of the ditch and its -associated
structures on the subject property will be borne by the
Prospect Commons Home Owners Association. This includes
clearing of debris, care and maintenance of the ditch turf
and maintenance of pipe, structures and channel integrity.
49
PITKIN
LATERAL WATER USER:
OWNER:
�T£P�t� Gam` tz-.
0// �
Signature e
7�7
rrJ `
Date
00//
/
f 4 T Co
Lot Number/Address
SIGNATURE PAGE
Pitkin Lateral water user agrees to the following items as
outlined in the Cover letter dated June 20, 1995:
RE: Relocation and maintenance of Pitkin Lateral through
Prospect Commons P.U.D.
1. The cost of on -site improvements to relocate the ditch and
all structures and associated grading will be borne by the
owner/developer.
2. The delivery of water to downstream users will not be.
affected.
3. The future maintenance of the ditch and its associated
structures on the subject property will be borne by the
Prospect Commons Home Owners Association. This includes
clearing of debris, care and maintenance of the ditch turf
and maintenance of pipe, structures and channel integrity.
PITKIN LATERAL WATER USER:
OWNER:
Signature
Date )�
Lot Number Address
4
IF I
• SIGNATURE PAGE
Pitkin Lateral water user agrees to the following items as
outlined in the Cover letter dated June 20, 1995:
RE: Relocation and maintenance of Pitkin Lateral through
Prospect Commons P.U.D.
1. The cost of on -site improvements to relocate the ditch and
all structures and associated grading will be borne by the
i owner/developer.
2. The delivery of water to downstream users will not be
affected.
3. The future maintenance of the ditch and its associated
structures on the subject property will be borne by the
Prospect Commons Home Owners Association. This includes
clearing of debris, care and maintenance of the ditch turf
and maintenance of pipe, structures and channel integrity.
PITRIN LATERAL WATER USER:
OWNER:
Si na re
Date'
'
Lot N er Address
11
10
Ell
M'J
SIGNATURE PAGE
Pitkin Lateral water user agrees to the following items as
outlined in the Cover letter dated June 20, 1995:
RE: Relocation and maintenance of Pitkin Lateral through
Prospect Commons P.U.D.
1. The cost of on -site improvements to relocate the ditch and
all structures and associated grading will be borne by the
owner/developer.
2. The delivery of water to downstream users will not be
affected.
3. The future maintenance of the ditch and its associated
structures on the subject property will be borne by the
Prospect Commons Home Owners Association. This includes
clearing of debris, care and maintenance of the ditch turf
and maintenance of pipe, structures and channel integrity.
PITKIN LATERAL WATER USER:
MM
ME OWNER:
Signftu=e
Date
Lot Number/Address
LI
I L
LI
SIGNATURE PAGE
Pitkin Lateral water user agrees to the following items as
MI
outlined in the Cover letter dated June 20, 1995:
11 RE: Relocation and maintenance of Pitkin Lateral through
Prospect Commons P.U.D.
1. The cost of on -site improvements to relocate the ditch and
all structures and associated grading will be borne by the
owner/developer.
2. The delivery of water to downstream users will not be
affected.
3. The future maintenance of the ditch and its associated
structures on the subject property will be borne by the
Prospect Commons Home Owners Association. This includes
clearing of debris, care and maintenance of the ditch turf
and maintenance of pipe, structures and channel integrity.
r
PITKIN LATERAL WATER USER:
OWNER:
Signature
q - 7-
Date
Lot Number/Address
as
11
14
4
El
SEED MIX (ALL DIMPwn AREAS)
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AS
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49
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SECTION A -A
(Not TO SGIF)
By
BASE
PARSONS &
ASSOCIATES, INC.
94.09-NLR
-
432 Link Lane Plaza
eE.. Collins, Colorado80524
scale: I
30'
Designer:
Designs
rE:
RP DMC Daacken
te:
--
CONSULTING ENGINEEYS 221 240
OmN CHANNEL
AVERAGE
MASK
NUe
iW
KKEI
MMIBEN YCTW
SLOPE
O (AM)
EdM
Mpnl
KLGnIY
(PERCENT)
SM EiIRA
(o-tLa
(IPA)
AMA
IMM,
x B
x.m[.
13
BARS'
120
95
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4.20.1
as
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LOM
SET
1.16'
OAC
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0.50i
tiTMT 652. B RIPIMP
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II
BONED 12"
/!
\
va
xcpxWER
rwuE
SECTION C-C
0E E E$
(NOT TO SCAIF)
PROSPECT COMMONS PR U.D.
DRAINAGE & EROSION CONTROL PLAN