20051300 Ver 1_Complete File_20050527

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
August 15, 2005
Mr. William N. Stovall
NC Department of Corrections
4216 Mail Service Center
2020 Yonkers Road
Raleigh, NC. 27609
Subject Property: Greene Correctional Institution.
Approval of Storm water Management Plan
Dear Mr. Stovall:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 05-1300
Greene County
On August 11, 2005 the Division of Water Quality (DWQ) received the revised storm water management plan
prepared by your engineer, Mr. Jeff Thompson, of Hobbs Upchurch & Associates Consulting Engineers, to comply
with the conditions of Water Quality Certification.
The Plan has been reviewed and satisfies the storm water management conditions, and Sub basins Rules as stated.
The structural storm water practices as approved by DWQ as well as drainage patters must be maintained in
perpetuity. In addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control, River basin
Rules and Non-discharge regulations.
No changes to the structural storm water practices shall be made without written authorization from the Division of
Water Quality. Storm water easements shall be recorded for a distance of at least 10 feet on each side of all storm
water conveyances on all lots containing these structures including future access for maintenance. The storm water
easements shall allow for the ability to maintain the structures, perform corrective actions as described above and
shall provide protection of the structures from potential alternations in the future. The authorization to proceed with
your proposed impacts or to conduct impacts to waters as depicted in your application and as authorized by the
Certification shall expire upon expiration of the 404 Permit.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you
have any questions, please telephone Sam A. Aghimien, at 919-733-3574.
Sincerely,
Alan W. Klunek, P.E.
CBK/saa U
cc: USACE Washington Regulatory Field Office
DWQ Washington Regional Office
File Copy
Central Files
Mr. Jeff Thompson, Hobbs Upchurch &Assc, 300 South West Broad Street, Southern Pines, NC.28388
Filename: 05-1300 Greene Corrt Int, SWM, Approval, 8-15-05
I
k
401 Oversight/Express Review Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone] / intemet htto://h2o.enr.state.nc.us/ncweflands
one
N Caro ina
Naturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled1100/6 Post Consumer Paper

MEMO
TO: Sam Aghimien
NCDENR - DWQ
Cc:
Jeff Thompson
FROM: Hobbs, Upchurch & Associates, P.A.
SUBJ: Department of Corrections Prison Site
Maury, Greene County
I Hobbs, Upchurch
& Associates. P.A.
Consulting Engineers
Phone: [phone]
Fax: [phone]
DATE: 8-11-05
Sam,
In response to our discussions today (8-11-05) 1 offer the following comments:
Attached is the level spreader design worksheet. For the 10-year storm, we will be passing 7 cfs
through the level spreader. Accordingly, the level spreader has been sized for 13 ft. for every 1
cfs for a resulting length of 91 ft.
The construction of the level spreader will be a concrete trough, 1 foot deep spilling over the
buffer strip at an elevation of 40.0 ft. The buffer strip will be planted in thick grasses and have a
slope of 1% (6 inches of fall over 50 ft).
All bypass flows will be routed over the pond weir and into the outlet ditch (reinforced with
excelsior) which is separated from the level spreader.
Please let me know if you require any further calculations or design modification for this site.
Thanks in advance.

DWQ Project No. 0 S ^ r3 0 0
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : G z C_ n L C o ?. Q; s O r1 M c?
Contact Person: S ??? T1nv r, ?, Phone Number.
Level Spreader ID:.
Level Spreader Length X11 ft.
Drainage Area 6"2- . 6 ac.
Impervious Area 114 I J ac.
Maximum Filter Strip/Buffer Slope c/o %
grass
Max. Discharge from a 10 Year Storm l (6 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation 'Th; c k C r A s c
Pre-treatment or Bypass Method Pe n A /'w e. , If. REQUIRED ITEMS CHECKLIST

IG
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 6% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
5 i Level spreader is at least 13 ft. per cfs for thick ground cover
litter.
Pre-Form Scour Holes are on flat slopes only
SST No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
or grass or 100 ft per cfs in canopied forest with leaf
?5T Bypass method is specified (if applicable) and plan details and calculations are provided
5 r Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
ST No structures are located in protected buffers.
?S Plan details for the bypass and outlets are provided.
ST` The operation and maintenance agreement includes annual erosion and vegetation repair.
y 511- The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

MEMO
TO: Sam Aghimien
NCDENR - DWQ
Cc: John Dorney
NCDENR - DWQ
Jeff Thompson
FROM, Hobbs, Upchurch & Associates, P.A.
SUBJ: Department of Corrections Prison Site
Maury, Greene County
Hobbs, Upchurch
& Associates. P.A.
Consulting Engineers
Phone: [phone]
Fax: [phone]
DATE: 8-9-05
Sam,
In response to our discussions today (8-9-05) 1 offer the following comments:
The Maury prison pond has been designed to achieve diffuse flow prior to the discharge entering
the outlet ditch. This will be accomplished by constructing a wide earth weir as the primary outlet.
The weir will be 130 ft wide. A pond routing of the 10-year hydrograph through the pond with this
outlet structure shows a flow depth of 0.44 ft on the weir for the 10-year design storm.
The outflow results in a weir velocity of 2.0 fps. Considering the flow depth and the slope of the
outlet "channel" a developed shear stress of approximately 0.07 psf will be developed. The
calculations supporting the above mentioned numbers are attached.
In addition, to ensure the outlet weir remains level and that no localized gullying forms on the
weir, we will be specifying a the entire width (140 ft) of the weir to be protected with a 10 ft wide
section of armorflex, armorloc, or other approved equal as shown in the detail which we have also
provided.
Please let me know if you require any further calculations or design modification for this site
Thanks in advance.
VG?o CA o we??
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Prepared by jthompson 8/9/2005
Pond Routino Report
Rectangulai
Riser
Spillway
Circular
Riser
Spillway
3-Stage
Weir
Separate
Weir
Page 1
Maury Correctional Institution Pond 1
Normal Pool Ele (ft): 40.00 -- Storm Routed:
1-yr 2-yr 10-yr 100-yr
WSE (feet) 42.22 42.36 42.44 42.56
Max. Flow Max. Flow Max. Flow Max. Flow
(cfs) (cfs) (cfs) (cfs)
Ri Rim Ele (ft):
ser Dia (in):
B
l Rim Ele ft :
arre Dia (in):
Ri Rim Ele ft: ' 1000.00
ser Dia (in): 24 0 0 0 0 `
l
B Rim Ele ft: 1000.00
arre Dia (in): 18 _ -
l
i
m
1 Ele ft 1000.00
(
)
nu
A
um Length (ft) 8
2
C Ele ft 1000.00 0 0 0 0
onc. (
)_ Length (ft) 0
E
h
3 Ele ft 1000.00
(
art
) Length (ft) 0
4
30 9 83 116 162
Separate Length (ft) 1 3
3:41 PM
Hydrologic Calculations
Maury Correctional Institution Pond 1
Hydrograph formulation
..........
Drainage Subarea: 1
Runoff Volume Estimate (SCS Curve Number Method)
Drainage Area (ac) = 62.26 acres
CN = 84 SCS Curve Number
C= 0.45 Rat i Coeff. (0.02'CN-1)
S _ 1000 10 S = 1.90
CN
R.O. (in) _ (P - 0.2"S)A2
(P + 0.8"S)
1-yr 2-yr 10-yr , 100- r
R.O. (in) = 1.20 R.O. (in) = 1.77 R.O. (in) = 3.09 R.O. (in) = 5.23
R.O. (cf) = 271,646 R.O. (cf) = 399,216 R.O. (cf) = 697,902 R.O. = 1,183,129
Runoff from 1" Precipitation
P (in) = 1 DA (ac) = 62.26
S (in) = 1.90 R.O. (in) = 0.15
R.O. from 1" of Rainfall (cf) = 34317
Time of Concentration and Intensity Derivations:
K ` LA3/H A0.385
Kirpich's Equation: TG =
128
L = 2500 Hydraulic Length of watershed (ft)
H = 7 Elevation diff. along "L" (ft)
K = 1 Multiplier for flow path conditions
(see HRM supp. p2.4)
Tc = 31.05 min.
g & h are regression coeff I = 9 (from HRM p. 2-6)
listed in HRM h + T
supplement p. 5-3 T = Tc
1- r 2-yr 10-yr 100- r
P (in) 2.61 P (in) = 3.3 P (in) = 4.8 P (in) = 7.1
g = 134 9 = 171 g = 252 9 = 376
h = 24 h = 24 h = 30 h = 34
1 (in/hr) = 2.43 1(in/hr) = 3.11 I in/hr) = 4.13 I in/hr = 5.78
- Peak Flow (Rational Method)
Q (cfs) = CiA
Q (cfs) = 68 Q (cis) 87 Q (cfs) _ 116 Q (cfs) = 162
Tp (min) 47.7 Tp (min) 55.0 Tp (min) 72.3 Tp (min) 87.5
Prepared by jthompson 8/9/2005 Page 2
Stage-Storage Data
Maury Correctional Institution Pond 1
Pond Sizing
Area Requirements

77
El
ti
M
i
B
F
1 F
2 T
t
l
b
T
t
l
Drainage Area: 62.26 acres
1 eva
on
a
ay
ore
ay
orebay
a
n
o
(ft) (s.f.) (s.f.) (s.f.) (s.f.) a
o
Acres
Imp. Area: 14.71 acres 0 32000 32000 0.73
% Impervious: 24% % TSS Removal: 90% 1 46661 46661 1.07
Depth; 4.0 ft Normal Pool Depth) 2 61484 61484 1.41
Re 'd SA/DA: 2.1% Refer to Table 1.1 NCDENR BMPs 3 76469 76469 1.76
Req'd SA: 1.30746 acres = 56,953 s.f. 4 91616 91616 2.10
5 106925 106925 2.45
Design SA:, 2.10 acres = 91,616 s.f.
6
122396
122396
2.81
Normal Pool Volume:
(volume in the normal depth part 246,422 c.f.
0
0.00
with 6:1 sides)
0
0.00
Flume for 1" R.O.: 34,317 c.f.
Computation of the S tage Storage Function
Contour
ft Area
ft^2 Incr. Vol
ft^3 Accum. Vol
ft^3 Stage
ft In S In Z Z est
(ft)
0 32,000 0 0 0 0.000 0.000 0.00
1 46,661 39,331 39,331 1 10.580 0.000 1.03
2 61,484 54,073 93,403 2 11.445 0.693 1.94
3 76,469 68,977 162,380 3 11.998 1.099 2.91
4 91,616 84,043 246,422 4 12.415 1.386 3.94
5 106,925 99,271 345,693 5 12.753 1.609 5.04
6 122,396 114,661 460,353 6 13.040 1.792 6.21
7 122,396 0 7 0.000 1.946 0.00
8 #DIV/01 0 8 0.000 2.079 0.00
Ks = 37,594 Compare Zest to actual
z
IOT check regression
b = 1.37 coeff.
Check to ensure appropriate cells are selected
in this computation. The cells will change with
Prepared by jthompson 8/9/2005 Page 3
Vy„ R.,Wg
Pmpamd by ICnmpsm &&2005
Paps 4
3-yr R..V
R Py by plangwn W2M
P." 5
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Pr. dOy #hq -&?I1005
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PLAN
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Maury Correctional Institution, Wet Detention Basin Revisions
Subject: Maury Correctional Institution, Wet Detention Basin Revisions
From: "Jeff Thompson" <[e-mail]>
Date: Fri, 15 Jul 2005 15:26:41 -0400
To: <[e-mail]>
Sam,
Please find attached revised sheets 1, 2, & 3 of the subject stormwater permit
application.
I have also included the design calculations of the orifices to dewater the water
quality pool.
The specific revisions are:
1) The elevation of the permanent pool is now 41 ft. in order to give 1 foot of
temporary storage for the water quality pool.
2) I have added a contour to the main pond area in order to maintain a normal pool
depth of 4 ft.
3) There will be (10) 1.25 inch holes in the weir at elevation 41, which will draw
down the 1 foot water quality pool over 5 days (calculations attached).
4) Since this is an excavated pond (no constructed fill dam) there will be no
riser/barrel structure and hence no trash racks. Clearing debris from the orifices
in the weir will be done as a maintenance activity.
5) Too, considering that this is an excavated pond, no emergency drain mechanism will
be specified.
Please let me know if you have additional questions and I will try to find some
ans anks in advance.
Jeff Thompson -.,
<<Maury_Revised.pdf>>
Content-Description: Maury_Revised.pdf
Maury_Revised.pdf j Content-Type: application/octet-stream
Content-Encoding: base64
1 of 1 7/18/2005 9:04 AM
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT DATA FORM
WET DETENTION BASIN SUPPLEMENT - POND 1
This form may be photocopied for use as an original
D_WQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: _Maury Correctional Institution 1000 cell close security prison for NC DOC
Contact Person: ChuckHeiser, PE with HUA Phone Number: 1910) 692-5616
For projects with multiple basins, specify which basin this worksheet applies to: Pond 1
elevations
Basin Bottom Elevation 3 -3-o e. ft.
Permanent Pool Elevation 42-8' ft.
Temporary Pool Elevation 44:m- ft.
i
(floor of the basin)
(elevation of the overflow spillway)
(maximum water level thru overflow spillway)
areas -?- 6/ 96q
Permanent Pool Surface Area (water surface area at the overflow elevation)
Drainage Area 62.26 ac. (on-site and off-site drainage to the basin)
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice 0 0)
Design Rainfall
Design TSS Removal2
Form S W U-102 Rev 3.99
14.71 ac. (on-site and off-side drainage to the basin)
2246,400 cu. ft. (combined volume of main basin and forebay)
g 0 K cu. ft. (volume detained above the permanent pool)
55,500 cu. ft. (approximately 20% of total volume)
2.1
(surface area to drainage area ratio from DWQ table)
1, 2.5 -NA- in. (2 to 5 day temporary pool draw-down required)
1.0 in.
90 % (minimum 85% required) a ?d dAf
Pagel of 4
/ Q
r ?i C.?. Yom[ Ot
i
Footnotes:
When using the Division SA/DA tables, the correct SAIDA ratio for permanent pool sizing should be
computed based upon the actual impervious % and permanent pool depth. Linear interpolation should be
employed to determine the correct value for nonstandard table entries.
2 'In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is
designed to provide 90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS
removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health and Natural Resources, February 1999) and
Administrative Code Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management
Permit Application Form, the agent may initial below. If a requirement has not been met, attach
justification.
Applicants Initials
a.
ChVI b.
Cpl c.
S .T- ---- d.
e.
g.
C./ h.
C4_
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive
flow calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show
detail).
Vegetative cover above the permanent pool elevation is specified.
/V A J. A trash rack or similar device is provided for both the overflow and orifice.
CAW k. A recorded drainage easement is provided for each basin including access to
nearest right-of-way.
CA- 1. If the basin is used for sediment and erosion control during construction, clean out
of the basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an
emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
This system (check one) X does _ does not
This system (check one) _ does X does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool
occurs within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3.1 Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely
impact water quality (i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
3
When the permanent pool depth reads --"-feet in the main pond, the sediment shall be removed.
-Z .2 5
When the permanent pool depth reads t.6 - feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM 5.77
6ri11 in the blanks)
y1
Permanent Pool Elevation -
ation Sediment R 75%
75%
El25°/ _ _ _ Sediment Removal Elevation !19'W
Bottom
Bottom Elevation 25%
3 -?-
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface.
These plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall he minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of4
WQ Riser
Water Quality (WQ) Riser:
1) Determine volume (WQv) of R.O. from 1" rain.
2) Set elevation of Flood Control Riser using Stage-Storage Function.
(In doing so, consider the normal pool volume and WQ volume.)
Desired Drawdown time: 5 days
Number of Holes: 10
Diameter of Holes: 1.25 in
Area of hole: 1.23 in^2 - 0.01 ft^2
Orifice Coeff.: 0.60
WQ Pool Depth: 1 ft
WQ Pool Area: 91616
Drawdown Curve Data ,
Height over Change in Change in New
Time Time C/L of hole: Outflow Volume Height Height
(days) (min) (ft) (cfs) (cf) (ft) (ft)
0.00 0 1 0.410 369 0.004 0.996
0.01 15 0.996 0.410 369 0.004 0.992
0.02 30 0.992 0.409 368 0.004 0.988
0.03 45 0.988 0.408 367 0.004 0.984
0.04 60 0.984 0.407 366 0.004 0.980
0.05 75 0.980 0.406 366 0.004 0.976
0.06 90 0.976 0.405 365 0.004 0.972
0.07 105 0.972 0.405 364 0.004 0.968
0.08 120 0.968 0.404 - 363 0.004 0.964
0.09 135 0.964 0.403 363 0.004 0.960
0.10 150 0.960 0.402 362 0.004 0.956
0.11 165 0.956 0.401 361 0.004 0.952
0.13 180 0.952 0.400 360 0.004 0.948
0.14 195 0.948 0.400 360 0.004 0.944
0.15 210 0.944 0.399 359 0.004 0.940
0.16 225 0.940 0.398 358 0.004 - 0.936
0.17 240 0.936 0.397 357 0.004 0.933
0.18 255 0.933 0.396 357 0.004 0.929
0.19 270 0.929 0.395 356 0.004 0.925
0.20 285 0.925 0.395 355 0.004 0.921
0.21 300 0.921 0.394 354 0.004 0.917
0.22 315 0.917 0.393 354 0.004 0.913
0.23 330 0.913 0.392 353 0.004 0.909
0.24 345 0.909 0.391 352 0.004 0.906
0.25 360 0.906 0.390 351 0.004 0.902
0.26 375 0.902 0.390 351 0.004 0.898
0.27 390 0.898 0.389 350 0.004 0.894
0.28 405 0.894 0.388 349 0.004 0.890
0.29 420 0.890 0.387 348 0.004 0.886
0.30 435 0.886 0.386 348 0.004 0.883
Prepared by jthompson 7/15/2005 Page 1
1.200
Maury Correctional Institution Pond
Water Quality Drawdown Curve
1.000
0.800
m
R
0.600
0
t
rn
x
0.400
0.200
0.000
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Time (days)
Project Name: Maury C.Int
Project No. DWQ
Pond No.
SUBMITTED DESIGN.-
elevations
Bottom of Basin (ft) 37
Permanent Pool (ft) 41
Temporary Pool (ft) 42

areas
Permanent Pool SA (sq ft)
76469
Drainage Area (ac) 62.26
Impervious Area (ac) 14.71
volumes
Permanent Pool (cu ft) 246400
Temporary Pool (cu ft) 84043
Forebay (cu ft) 55500

other parameters
SA/DA 2.1 DS
Orifice Diameter (in) 1.25
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 20
Project Impervious 23.6
Next Highest 30
REQUIRED DESIGN..-
?. m _ 3.2 average depth status
4 ft. depth ok
1 ft. depth ok
24278 sq. ft. ok
2615_6 based on avg depth ok
23.6 % -
59358 cu. ft. ok
22.5 % check forebc
0.90 -
0.03 cfs drawdown -
33.5 day drawdown check drawc.
4 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
0.79 0.854444023 1.08
090 .r .= .? 0.96; 1.21
1 08 1 .157777269, 1.43
- 31 ft 4

Project Name: Maury C.Int
Project No. DWQ
Pond No.
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 37
Permanent Pool (ft) 41
Temporary Pool (ft) 42
areas
Permanent Pool SA (sq ft) 76469
Drainage Area (ac) 62.26
Impervious Area (ac) 14.71
volumes
Permanent Pool (cu ft) 100000
Temporary Pool (cu ft) 84043
Forebay (cu ft) 20000
i
other parameters
SA/DA 2.1
4
1
Linear Interpolation of Correct SAIDA***
Orifice Diameter (in)
Design Rainfall (in)
Next Lowest
Project Impervious
Next Highest
% Impervious
20
23.6
30

REQUIRED DESIGN:
1.3j average depth status
4 ft. depth ok
1 ft. depth ok
24278 sq. ft. ok
.9969; based on avg depth ok
23.6 % -
20.0% ok
59358 cu. ft. ok
0.90 -
0.30 cfs drawdown -
3.3 day drawdown ok
0.90
3 ft 4
4 ft. Permanent Pool Depth
SA/DA &on (Avg. Depth)
0.79 0.299238646 1.08
1.21
108 0.487701814 1.43
[-X&

L - ;;,

Project Name: Maury C.Int
Project No. DWQ
Pond No.
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 37
Permanent Pool (ft) 41
Temporary Pool (ft) 42
areas
Permanent Pool SA (sq ft) 30000
Drainage Area (ac) 62.26
Impervious Area (ac) 14.71
volumes
Permanent Pool (cu ft) 90000
Temporary Pool (cu ft) 84043
Forebay (cu ft) 18000
other parameters
SA/DA 1
Orifice Diameter (in) 4
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 20
Project Impervious 23.6
Next Highest 30
v co
REQUIRED DESIGN:
M 3 average depth status
4 ft. depth ok
1 ft. depth ok
24278 sq. ft. ok
24278s based on avg depth ok
Mz" 23.6 % -
59358 cu. ft. ok
20.0% ok
0.90 -
0.30 cfs drawdown -
3.3 day drawdown ok
4 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
0.79 0.79 1.08
0.90 0 9,0 1.21
y
1.08 - 1.08 1.43
3 fr 4

r HOBB '. L'PCHUR?H & ASSOCIATES, PA
Consulting EnQinee s
300 SW BROAD STREET
P.O. BOX 1737
SOUTHERN PINES, NC 28387/28388
PHONE: [phone]
FAX: [phone]
To:
i
NC DENR - Division of Water Quality
2321 Crabtree Boulevard
Raleigh, NC 27604
LETTER OF TRANSMITTAL
Date: 5/27/05 Job No.: DC0208
Attn.: Mr. John Dorney
Ref.: Stormwater Management Pond
Maury Correctional Institution
F--L2re County, NC

We are sending you :
Attached
o Under separate cover VIA
The Following Item(s) : 2 0 0 5 1 3 0 0
o Shop Drawings o Prints Plans o Specifications
I
D Copy of Letters D Change Orders Forms and Calculations
Copies Date Item Description
1 5/23/05 5 pages Stormwater Management Data Form (not to be permitted)
1 - 1 page Narrative description of Stormwater Management Plan
1 5/23/05 4 pages Wet Detention Basin Supplement - Pond 1
1 - 8 pages Pond 1 - Design Calculations
2 sets 5/26/05 prints Site Development Plans, sheets CB 1, C132, C133, C133A, C13313
and CB3D

These are Transmitted as Checked Below :
For Approval o No Exception Taken Resubmit for Approval
j For Your Use Correct As Noted Submit for Distribution
As Requested Revise and Resubmit Return Corrected Prints
0 For Review and Comment Prints Returned After Loan to Us
o For Bids Due
Remarks:
MAY 2 7 2005
UENR - WATER QUINUTY
WETLANDS AND STORMWATER BRAWi
Mr. Jim Gates, NC DOC
Mr. Jim Metze, Little Archts.
Copy To: Mr. Mike Iagnocco, RWA Signed: C-') #
Mr. Fred Hobbs, HUA Charles D. (Chuck) Heiser, PE
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT DATA FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
State of North Carolina, through NC Department of Correction - Central Engineering Division
2. Print Owner/Signing Official's name and title (person legally responsible for facility and
compliance):
William N. Stovall, PE - Director of Engineering
3. Mailing Address for person listed in item 2 above:
2020 Yonkers Road
City: Raleigh State: NC Zip: 27609
Telephone Number: [phone]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, operation and maintenance agreements, etc.):
Maury Correctional Institution, 1000 cell close security prison for NC DOC
5. Location of Project (street address):
SR Roadway 1413
City: Maury County: Greene
6. Directions to project (from nearest major intersection):
on SR Roadway 1413, 1/4-mile north of the intersection of SR 1413 and SR 1400, towards
Windsor
7. Latitude: 35 26'52" Longitude: 77 36' 26" of project
8. Contact person who can answer questions about the project:
Name: Chuck Heiser of Hobbs, Upchurch & Assoc. Telephone Number: [phone]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit,
list the existing permit number and its issue date (if known)
Form SWU-101 Version 3.99 Pagel of 5
3. Specify the type of project (check one):
Low Density High Density Redevelop X General Permit Other
4. Additional Project Requirements (check applicable blanks):
_ CAMA Major X Sedimentation/Erosion Control _ 404/401 Permit NPDES Stormwater
information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed
narrative (one to two pages) describing stormwater management for the project.
A permanent stormwater management pond will handle most runoffs from the site, located at the
southwest corner of the site, with stormwaters discharged to natural grass-lined open swales before
being discharged into the existing wetlands.
2. Stormwater runoff from this project drains to the Neuse River basin.
3. Total Project Area: 142.19 acres 4. Project Built Upon Area: 11.0 %
5. How many drainage areas does the project have? 2
6. Complete the following information for each drainage area. If there are more than two drainage
areas in the project, attach an additional sheet with the information for each area provided in the
same format as below.
Basin Information Drainage Areal
Receiving Stream Name Un-named tributary to Panther
Swam Creek
Receiving Stream Class C Sw NSW
Drainage Area 62.26 ac
Existing Irn ervious* Area 0 ac
Proposed Im ervious* Area 14.71 ac
% Im ervious* Area (total) 23.6 %
Im ervious* Surface Area Drainage Area l
On-site Buildings 6.94 ac
On-site Streets 2.74 ac
On-site Parkin 3.62 ac
On-site Sidewalks 0.82 ac
Other on-site 0.59 ac
Off-site 0 ac
Total: 14.71 ac
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 5
7. How was the off-site impervious area listed above derived? There are no off-site impervious
areas draining to the on-site drainage areas (all grasslands and natural conditions).
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,
a table listing each lot number, size and the allowable built-upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater
management permit number as issued by the Division of
Water Quality. These covenants may not be changed or deleted without the consent of the State.
2. No more than
or impervious materials. Impervious
stone, slate or similar material but do
swimming pools.
square feet of any lot shall be covered by structures
materials include asphalt, gravel, concrete, brick,
not include wood decking or the water surface of
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway
crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit
modification prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted
stormwater control system. These connections to the stormwater control system shall be performed
in a manner that maintains the integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required above, that the covenants will be binding on all
parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to
the sale on any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted
for each BMP specified for this project. Contact the Stormwater and General Permits Unit at (919) 733-
5083 for the status and availability of these forms.
Form SWU-102 X Wet Detention Basin Supplement - Pond 1
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 5
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). A complete package includes all of the items listed below. The complete application package
should be submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
¦ One copy of the Stormwater Management Data Form ?
¦ One copy of the applicable Supplement Form(s) for each BMP CD
¦ Permit application processing fee of $420 (payable to NCDENR) NA
¦ Detailed narrative description of stormwater treatment/management C,k
¦ Two copies of plans and specifications, including:
- Development/Project name
- Engineer and Firm
- Legend
- North Arrow
- Scale
- Revision Number & Date
- Mean High Water Line
- Dimensioned Property/Project Boundary
- Location Map With Named Streets or NCSR Numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on
your behalf, please complete this section.
Designated agent (individual or firm): Charles D. Heiser, PE - with Hobbs, Upchurch & Associates
Mailing Address: PO Box 1737
City: Southern Pines
Phone: [phone]
State: NC Zip: 28387
Fax: [phone]
Form SWU-101 Version 3.99 Page 4 of 5
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) William N. Stovall, PE -
Director of En ing eeriniz , certify that the information included on this
permit application form is, to the best of my knowledge, correct and that the project will be constructed in
conformance with the approved plans, that the required deed restrictions and protective covenants will be
recorded, and that the proposed project complies with the requirements of 15A NCAC 2H .1000.
Signature: Date:
Form SWU-101 Version 3.99 Page 5 of 5
MAURY CORRECTIONAL INSTITUTION
Stormwater Management Plan
The purpose of the SWMP will be to minimize water quality impacts to adjacent
properties, nearby streams, and environmental habitats as a result of post-construction
storm water emanating from the correctional institution. Storm-water runoff from
impervious surfaces will be collected by underground storm drainage inlets and piping
networks, discharging to sediment forebays and a permanent storm-water management
(wet detention) pond, designed in accordance with the North Carolina Division of Water
Quality (DWQ) Stormwater Best Management Practices manual (April 1999). The
sediment forebays and detention pond have been designed to achieve the state's pollutant
removal design standard of 85% removal of total suspended solids (TSS). One wet
detention pond and associated sediment forebays will be constructed, located at the
southwest end of the site. The pond will be sited upstream of, and outside of any existing
wetlands. The pond will outlet through a level spreader and then into wide and flat
grassed swales at the topographically low area, before being directed into the existing
wetlands in the existing drainage channel. The SWMP design will be submitted to DWQ
as part of the Section 404/401 and/or "isolated" wetlands permitting process. Issuance of
DWQ's 401 Water Quality Certification and/or approval of the SWMP will be a
prerequisite of disturbance to waters of the U.S./State associated with proposed
construction of the Maury Correctional Institution. These permanent storm-water
management measures, as well as erosion and sedimentation control features, including
silt fencing, sediment traps, temporary and permanent diversions, and temporary and
permanent seeding, will reduce the potential for off-site sediment transport, during and
after construction.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT DATA FORM
WET DETENTION BASIN SUPPLEMENT - POND 1
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Maury Correctional Institution, 1000 cell close security prison for NC DOC
Contact Person: ChuckHeiser, PE with HUA Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond 1
elevations
Basin Bottom Elevation 38.0 ft. (floor of the basin)
Permanent Pool Elevation 42.0 ft. (elevation of the overflow spillway)
Temporary Pool Elevation 42.x ft. (maximum water level thru overflow spillway)
areas
Permanent Pool Surface Area 91,600 sq. ft. (water surface area at the overflow elevation)
Drainage Area 62.26 ac. (on-site and off-site drainage to the basin)
Impervious Area 14.71 ac. (on-site and off-side drainage to the basin)
volumes
Permanent Pool Volume 246,400 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume NA cu. ft. (volume detained above the permanent pool)
Forebay Volume 55,500 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 2.1 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice NA in. (2 to S day temporary pool draw-down required)
Design Rainfall 1.0 in.
Design TSS Remova12 90 % (minimum 85% required)
Form SWU-102 Rev 3.99 Pagel of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be
computed based upon the actual impervious % and permanent pool depth. Linear interpolation should be
employed to determine the correct value for nonstandard table entries.
z In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is
designed to provide 90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS
removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health and Natural Resources, February 1999) and
Administrative Code Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management
Permit Application Form, the agent may initial below. If a requirement has not been met, attach
justification.
Applicants Initials
a.
CV/ii b.
CV Ir c.
AI d.
C4i e.
Co f.
C g.
C,0{- h.
Ai A j.
Gard' k.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to S days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive
flow calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent poo 1 are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show
detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to
nearest right-of-way.
CST" 1. If the basin is used for sediment and erosion control during construction, clean out
of the basin is specified prior to use as a wet detention basin.
41 m. A mechanism is specified which will drain the basin for maintenance or an
emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
This system (check one) X does _ does not incorporate a vegetated filter at the outlet.
This system (check one) _ does X does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1: After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool
occurs within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely
impact water quality (i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 1.0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 1.0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 42 0
Sediment Re val E1. ;o o 775%
"' _
' Sediment Removal Elevation 39.0
BottomEle tion1R0 ------------------------ ---
Bottom Elevation 38 Q 25% /
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface.
These plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall he minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. , All components of the wet detention basin system shall he maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to
any changes to the system or responsible party.
Print name: William N. Stovall, PE
Title: Director of En ngi eering, Central Engineering Division, NC Department of Correction
Address: 2020 Yonkers Road, Raleigh, NC 27609
Phone: [phone]
Signature: 10'c.k=,..
Date:? 3?G
Note: The legally responsible party should not be a homeowners association unless inure than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
I, 1 04 " 0? , a Notary Public for the State of No t2'M CA 2c) --\,,,v A
County of C L4,A zNAjkn/ , do hereby certify that W ? ?i A?V? A). sT O V A t-'
personally appeared before me this 23 ap day of MAti 2 a °S and
acknowledge the due execution of the forgoh
my hand and official seal,
d\
SEAL
My commission expires ?M8- j -t i 2 c 0 4b
basin maintenance requirements. Witness
Form SWU-102 Rev 3.99 Page 4 of 4
Maury Correctional Institution Revised
Subject: Maury Correctional Institution - Revised
From: "Jeff Thompson" <[e-mail]>
Date: Mon, 18 Jul 2005 09:45:21 -0400
To: "Sam. Aghimien \(E-mail\)" <[e-mail]>
Sam,
sorry about that. Please find the revised form attached.
sheet so you can discard my previous attachment.
Jeff
<<Maury_Revised.pdf>>
I just replaced that first
Content-Description: Maury_Revised.pdf
Maury_Revised.pdf Content-Type: application/octet-stream
Content-Encoding: base64
1 of 1 7/18/2005 10:37 AM
0, Ck
J (°l t ?t> ?-3 3- 3 y
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT DATA FORM
WET DETENTION BASIN SUPPLEMENT - POND 1
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
L PROJECT INFORMATION
Project Name: Maury Correctional Institution, 1000 cell close securi ty prison for NC DOC
Contact Person: ChuckHeiser. PE with HUA Phone Number: _(910) 692-5616
For projects with multiple basins, specify which basin this worksheet applies to: Pond I
S.Ir
elevations o
Basin Bottom Elevation -3s.e ft. (floor of the basin)
Permanent Pool Elevation qI_A" ft. (elevation of the overflow spillway)
Temporary Pool Elevation Y 2 -42-x- _ ft. (maximum water level thru overflow spillway)
areas 6 9
Permanent Pool Surface Area -9};608-sc}, fk. (water surface area at the overflow elevation)
Drainage Area 62.26 ac. (on site and off-site drainage to the basin)
Impervious Area 14.71 ac. (on-site and off-side drainage to the basin)
volumes
Permanent Pool Volume 246,400 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 18 yi 0 4 3 -NPr cu. ft. (volume detained above the permanent pool)
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice C% 0)
Design Rainfall
Design TSS Removal2
Form S W U-102 Rev 3.99
55,500 cu. ft. (approximately 20% of total volume)
2.1
(surface area to drainage area ratio from DWQ table)
?. Z 5 -NA- in. (2 to 5 day temporarypool draw-down required)
1.0 in.
90 % (minimum 85% required)
Pagel of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be
computed based upon the actual impervious % and permanent pool depth. Linear interpolation should be
employed to determine the correct value for nonstandard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is
designed to provide 90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS
removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health and Natural Resources, February 1999) and
Administrative Code Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management
Permit Application Form, the agent may initial below. If a requirement has not been met, attach
justification.
Applicants Initials
co a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
CI)W- b. The forebay volume is approximately equal to 20% of the basin volume.
G4 l? c. The temporary pool controls runoff from the design storm event.
S 'T --b4- d. The temporary pool draws down in 2 to S days.
G4 e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive
Cam` flow calculations)
f. The basin length to width ratio is greater than 3:1.
C g. The basin side slopes above the permanent pool are no steeper than 3:1.
G h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show
Cam' detail).
i. Vegetative cover above the permanent pool elevation is specified.
N A J. A trash rack or similar device is provided for both the overflow and orifice.
Gam" k. A recorded drainage easement is provided for each basin including access to
nearest right-of-way.
1. If the basin is used for sediment and erosion control during construction, clean out
of the basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an
emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
This system (check one) X does _ does not incorporate a vegetated filter at the outlet.
This system (check one) _ does X does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool
occurs within 2 to 5 days as designed.
2. ? Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely
impact water quality (i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
3
When the permanent pool depth reads --1-6- feet in the main pond, the sediment shall be removed.
'..2 S
When the permanent pool depth reads -2-6- feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM 5 _
(fill in the blanks)
yr
Permanent Pool Elevation-
38 .? s
Sediment R \Ele l El.. ?o-w- 75%
g ._. ._ 75%
Bottom ti on tR n 250 Sediment Removal Elevation !i9 f1'
Bottom Elevation 25%
FOREBAY MAIN POND
I
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface.
These plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall he minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
I
5
WQ Riser
Water Quality (WQ) Riser:
1) Determine volume (WQv) of R.O. from 1" rain.
2) Set elevation of Flood Control Riser using Stage-Storage Function.
(In doing so, consider the normal pool volume and WQ volume.)
WQ Pool Depth: 1 ft
WQ Pool Area: 91616
Desired Drawdown time: 5 days
Number of Holes: 10
Diameter of Holes: 1.25 in
Area of hole: 1.23 in^2 - 0.01 ft^2
Orifice Coeff.: 0.60
Drawdown Curve Data
Height over Change in Change in New
Time Time C/L of hole: Outflow Volume Height Height
(days) (min) (ft) (cfs) (cf) (ft) (ft)
0.00 0 1 0.410 369 0.004 0.996
0.01 15 0.996 0.410 369 0.004 0.992
0.02 30 0.992 0.409 368 0.004 0.988
0.03 45 0.988 0.408 367 0.004 0.984
0.04 60 0.984 0.407 366 0.004 0.980
0.05 75 0.980 0.406 366 0.004 0.976
0.06 90 0.976 0.405 365 0.004 0.972
0.07 105 0.972 0.405 364 0.004 0.968
0.08 120 0.968 0.404 363 0.004 0.964
0.09 135 0.964 0.403 363 0.004 0.960
0.10 150 0.960 0.402 362 0.004 0.956
0.11 165 0.956 0.401 361 0.004 0.952
0.13 180 0.952 0.400 360 0.004 0.948
0.14 195 0.948 0.400 360 0.004 0.944
0.15 210 0.944 0.399 359 0.004 0.940
0.16 225 0.940 0.398 358 0.004 0.936
0.17 240 0.936 0.397 357 0.004 0.933
0.18 255 0.933 0.396 357 0.004 0.929
0.19 270 0.929 0.395 356 0.004 0.925
0.20 285 0.925 0.395 355 0.004 0.921
0.21 300 0.921 0.394 354 0.004 0.917
0.22 315 0.917 0.393 354 0.004 0.913
0.23 330 0.913 0.392 353 0.004 0.909
0.24 345 0.909 0.391 352 0.004 0.906
0.25 360 0.906 0.390 351 0.004 0.902
0.26 375 0.902 0.390 351 0.004 0.898
0.27 390 0.898 0.389 350 0.004 0.894
0.28 405 0.894 0.388 349 0.004 0.890
0.29 420 0.890 0.387 348 0.004 0.886
0.30 435 0.886 0.386 348 0.004 0.883
Prepared by jthompson 7/15/2005
Page 1
1.200
Maury Correctional Institution Pond
Water Quality Drawdown Curve
1.000
0.800
L
d
W
0.600
0
W
s
rn
0.400
0.200
0.000

0.00 1.00 2.00 3.00 4.00 5.00 6.00
Time (days)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality..
STORMWATER MANAGEMENT DATA FORM
WET DETENTION BASIN SUPPLEMENT - POND I
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Maury Correctional Institution 1000 cell close security prison for NC DOC
Contact Person: ChuckHeiser, PE with HUA Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond 1
elevations
Basin Bottom Elevation 37.0 ft.
Permanent Pool Elevation 41.0 ft.
Temporary Pool Elevation 42.0 ft.
areas
Permanent Pool Surface Area 76,469 sq. ft.
Drainage Area 62.26 ac.
Impervious Area 14.71 ac.
(floor of the basin)
(elevation of the overflow spillway)
(maximum water level thru overflow spillway)
(water surface area at the overflow elevation)
(on-site and off-site drainage to the basin)
(on-site and offside drainage to the basin)
volumes &L_
Permanent Pool Volume 246,400 cu. ft. (combined volume of main basin and orebay)
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Remova12
84,043 cu. ft.
50,000 cu. ft.
1.1
4 in.
1.0 in.
90 %
(volume detained above the permanent p jabl7e)
(approximately 20% of total volume)
(surface area to drainage area ratio from (2 to S day temporary pool draw-down required)
(minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Project Name: Maury Corr
Project No. DWQ 05-1300
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
8/3/2005
elevations ~3}2 average depth status
Bottom of Basin (ft) 37
Permanent Pool (ft) 41 4 ft. depth ok
Temporary Pool (ft) 42 1 ft. depth ok
areas
Permanent Pool SA (sq ft) 76469 24278 sq. ft. ok
Drainage Area (ac) 62.26 26156 based on avg depth ok
Impervious Area (ac) 14.71 23.6 % -
volumes
Permanent Pool (cu ft) 246400
Temporary Pool (cu ft) 84043 59358 cu. ft. ok
Forebay (cu ft) 50000 20.3 % ok
other parameters
SA/DA 1.1 0.90 -
Orifice Diameter (in) 4 0.30 cfs drawdown -
Design Rainfall (in) 1 3.3 day drawdown ok
Linear Interpolation of Correct SAIDA***
4 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 20 0.79 0.854444023 1.08
Project Impervious 23.6 0.90= T 0.96; 1.21
Next Highest 30 1.157777269 1743
aft 4
Cwt ? /
c> --3 3 - 3 ?- y
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT DATA FORM
WET DETENTION BASIN SUPPLEMENT - POND 1
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Maury Correctional Institution, 1000 cell close security prison for NC DOC
Contact Person: ChuckHeiser, PE with HUA Phone Number: _(910) 692-5616
For projects with multiple basins, specify which basin this worksheet applies to: Pond 1
? S•1
elevations
Basin Bottom Elevation -38-9- ft. (floor of the basin)
Permanent Pool Elevation -42-6 ft. (elevation of the overflow spillway)
Temporary Pool Elevation ' 2-ie- ft. (maximum water level thru overflow spillway)
areas 6 9
Permanent Pool Surface Area (water surface area at the overflow elevation)
Drainage Area 62.26 ac. (on site and off-site drainage to the basin)
Impervious Area 14.71 ac. (on-site and off-side drainage to the basin)
volumes
Permanent Pool Volume 246,400 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 'S l 0 4 S -NA- cu. ft. (volume detained above the permanent pool)
Forebay Volume 55,500 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1
Diameter of Orifice 60)
Design Rainfall
Design TSS Removal2
2.1
d Z 5 -NA- in.
1.0 in.
90 %
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw-down required)
(minimum 85% required)
FormSWU-102 Rev3.99 Page] of4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be
computed based upon the actual impervious % and permanent pool depth. Linear interpolation should be
employed to determine the correct value for nonstandard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is
designed to provide 90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS
removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health and Natural Resources, February 1999) and
Administrative Code Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management
Pen-nit Application Form, the agent may initial below. If a requirement has not been met, attach
justification.
Applicants Initials
C;/) a.
cloy" b.
c.
C/V- f.
C 9.
G09(_ h.
[ITT i.
AAA i.
Grid- k.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive
flow calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show
detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to
nearest right-of-way.
0" 1. If the basin is used for sediment and erosion control during construction, clean out
of the basin is specified prior to use as a wet detention basin.
AM m. A mechanism is specified which will drain the basin for maintenance or an
emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
This system (check one) X does _ does not incorporate a vegetated filter at the outlet.
This system (check one) _ does X does not incorporate pretreatment other than a forebay.
Form SNVU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool
occurs within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely
impact water quality (i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
3
When the permanent pool depth reads -fi?-feet in the main pond, the sediment shall be removed.
-.,*Z5
When the permanent pool depth reads t.0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
y?
Permanent Pool Elevation:-E1-
38.s
Sediment R val El. va-A 75% 3 g
Bottom Ele lion - n 25°/ Sediment Removal Elevation-- t9"W
Bottom Elevation ?
3 ?-
FOREBAY MAIN POND
75%

25% /
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface.
These plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall he minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of4
WQ Riser
Water Quality (WQ) Riser:
1) Determine volume (WQv) of R.O. from 1" rain.
2) Set elevation of Flood Control Riser using Stage-Storage Function.
(In doing so, consider the normal pool volume and WQ volume.)
Desired Drawdown time: 5 days
Number of Holes: 10
Diameter of Holes: 1.25 in
Area of hole: 1.23 in"2 = 0.01 ft^2
Orifice Coeff.: 0.60
WQ Pool Depth: 1 ft
WQ Pool Area: 91616
Desired Drawdown time (min): 7200 Outflow value at Tdesired (cfs): 0.001
Drawdown Curve Data
Height over Change in Change in New
Time Time C/L of hole: Outflow Volume Height Height
(days) (min) (ft) (cfs) (cf) (ft) (ft)
0.00 ` 0 1 0.410 369 0.004 0.996
0.01 15 0.996 0.410 369 0.004 0.992
0.02 30 0.992 0.409 368 0.004 0.988
0.03 45 0.988 0.408 367 0.004 0.984
0.04 60 0.984 0.407 366 0:004 0.980
0.05 75 0.980 0.406 366 0.004 0.976
0.06 90 0.976 0.405 365 0.004 0.972 -
0.07 105 0.972 0.405 364 0.004 0.968
0.08 120 0.968 0.404 363 0.004 0.964
0.09 135 ` 0.964 0.403 363 0.004 0.960
0.10 150 0.960 0.402 362 0.004 0.956
0.11 165 0.956 0.401 361 0.004 0.952
0.13 180 0.952 0.400 360 0.004 0.948
0.14 195 0.948 0.400 360 0.004 0.944
0.15 210 0.944 0.399 359 0.004 0.940
0.16 225 0.940 0.398 358 0.004 0.936
0.17 240 0.936 0.397 357 0.004 0.933
0.18 255 0.933 0.396 357 0.004 0.929
0.19 270 0.929 0.395 356 0.004 0.925
0.20 285 0.925 0.395 355 0.004 0.921
0.21 300 0.921; 0.394 354 0.004 0.917
0.22 315 0.917- 0.393 354, 0.004 0.913
0.23 330 0.913 0.392 353 0.004 0.909
0.24 345 0.909 0.391 352 0.004 0.906
0.25 360 0.906` 0.390 351 0.004 0.902
0.26 375 0.902 0.390 351 0.004 0.898
0.27 390 0.898 0.389 350 0.004 ' 0.894
0.28 405 0.894 0.388 349 0.004 0.890
0.29 420 0.890 0.387 348 0.004 0.886
0.30 435 0.886 0.386 348 0.004 0.883
Prepared by jthompson 7/15/2005 Page 1
1.200
Maury Correctional Institution Pond
Water Quality Drawdown Curve
1.000
0.800
L
W
0.600
W
Z
0.400
0.200
0.000 '
0.00
1.00 2.00 3.00 4.00 5.00
Time (days)
6.00
9io_ ?9??s6i6

_ j __
__ __
Project Name: Maury C.I
Project No. DW Q 05-1300
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN.-
7/22/2005
elevations 3. average depth status
Bottom of Basin (ft) 37
Permanent Pool (ft) 41 4 ft. depth ok
;Temporary Pool (ft) 42 1 ft. depth ok

areas
Permanent Pool SA (sq ft) 76469 278 sq. ft.
24 ok
Drainage Area (ac) 62.26 ,
261 S6 based on avg depth ok
Impervious Area (ac) 14.71 23.6 % -
volumes
Permanent Pool (cu ft) 246400
Temporary Pool (cu ft) 84043 59358 cu. ft. ok
Forebay (cu ft) 50000 20.3 % ok
other parameters
SA/DA 1.1 0.90 -
Orifice Diameter (in) 4 0.30 cfs drawdown -
Design Rainfall (in) 1 3.3 day drawdown ok
Linear Interpolation of Correct SAIDA"*
4 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 20 0.79 0.854444023 1.08
Project Impervious 23.6 0.90 yn 0.96,
w 1.21
Next Highest 30 1 157777269
1.08 1.43,
3ft 4
r
ep, -, 'j D ot-<-

lEg-
t -
. `ll
Project Name: Maury C.I
Project No. DWQ 05-1300
Pond No.
SUBMITTED DESIGN: 1
7/22/2005
elevations
Bottom of Basin (ft) 37
Permanent Pool (ft) 41
Temporary Pool (ft) 42
areas
Permanent Pool SA (sq ft) 76469
Drainage Area (ac) 62.26
Impervious Area (ac) 14.71
volumes
Permanent Pool (cu ft) 246400
Temporary Pool (cu ft) 84043
Forebay (cu ft) 50000
other parameters
SA/DA 1.1
Orifice Diameter (in) 4
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 23.6
Next Highest 30
REQUIRED DESIGN.-
3.2 1 average depth status
4 ft. depth ok
1 ft. depth ok
24278 sq. ft. ok
26156 based on avg depth ok
23.6 % -
59358 cu. ft. ok
20.3 % ok
0.90
0.30 cfs drawdown -
3.3 day drawdown ok
4 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
0.79 0.854444023 1.08
0.90 ;,. , . 0.96; 1.21
1.08 1.157777269 1.43
3ft 4

Determine Surface area and volume required
Drainage Area = 62.26 Acres
Impervious area = 14.71 Acres
Pond #1
Detention Basin Design
Pond 1
% Impervious
(90 % removal in coastal counties)
From Table 1.1 of NCDENR Stormwater Best Management Practices SA/DA =
For Depth = 3 feet Permanent Pool
Depth = 4 ft
BASIN DIMENSIONS
Len h Width L/W Ratio
1600 20 80.00 :1
Sideslopes 4.5:1
DETERMINE STAGE-STORAGE FUNCTION
S
CONTOUR INCR ACCUM
CONTOUR AREA VOLUME VOLUME
23.63 %
2.10%
Required
Surface Area 56,953 SF
Basin
Surface Area 91,616 SF
Z
y x
gTAC;F InC 1.,7 7e?
FT S . FT CU. FT CU. FT FT FT
0 32000 0
1 46661 39331 39331 1 10.57975558 0 1.03
2 61484 54073 93403 2 11.44467874 0.6931472 1.94
3 76469 68977 162380 3 11.99769147 1.0986123 2.91
4 91616 84043 246422 4 12.41480079 1.3862944 3.94
5 106925 99271 345693 5 12.75330493 1.6094379 5.04
6 122396 114661 460353 6 13.03974887 1.7917595 6.21
From Linear Regression Ks =
b =
corr. _
37594
1.37
0.998978854
Page 1
Pond #1
Determine Volume to Be controlled by 1" storm
Calculate Rv
Rv = 0.05 + 0.009 * I
Volume to be treated
Volume = Rainfall * Rv * Drainage Area
Rainfall= 1 in
STAGE-STORAGE function
KS = 37594
b = 1.37
Set riser Z
Orifice Required
Drawdown time
Say
Qo =
NA
2-5 Days
3.5 Days
Cd * (pi*D^2/4) * (2g * ((Z-0)/2))^(1/2)
Rv = 0.26 in/in
V = 1.3627 acre-ft
59,358 cf
Z = 1.395
Say Z = 1.50
El (riser) = 5.50
Qreq. 0.1963 cfs
Cd = 0.6
D (in) D ft) Qo(cfs) Drawdown (days) Remark
4 0.33 0.3639 1.89 Too Fast
2 0.17 0.0910 7.55 Too Slow
3 0.25 0.2047 3.36 OK
Page 2
Pond #I
Pipe to Drain Pond NA
Qo = Cd * (pi*D^2/4) * (2g * ((Z-0)/2))^(1/2)
Riser Depth = 5.5 ft
Riser Depth Volume = 389,412 cf
D (in) D (ft) Qo(cfs) Drawdown (hrs) Remark
10 0.83 4.3550 24.84 OK
Determine Post Development and Pre Development Runoff Coefficients
Pre Development
Post Development
Use C Area (ac) % Area % * C

Pavemt/Bld 0.95 14.71 23.63% 22.45%
Turf 0.3 47.55 76.37% 22.91%
Total: 62.26

Use C= 45%
Use C Area (ac) % Area % * C

Pavemt/Bld 0.95 0 0.00% 0.00%
Grassland 0.3 62.26 100.00% 30.00%
Total: 62.26

Use C= 30%
Page 3
Pond #1
Determine Post Development and Pre Development Curve Number
Pre Development
Catchment No. 1
Land Use HSG CN Area Wt. CN
ACRES
Open Space B 61 0.00
C 74 0.00
D 80 62.26 80.00
Streets & Roads B 98 0.00
(Pavement & Buildings) C 98 0.00
D 98 0.00
B 98 0.00
C
D 98
98
Totals: 62.26 80.00
Use CN: 80
Post Development
Catchment No. 1
Land Use HSG CN Area Wt. CN
ACRES
Turf B 61 0.00
C 74 0.00
D 80 47.55 61.10
Streets & Roads B 98 0.00
C 98 0.00
D 98 14.71 23.15
0.00

Totals: 62.26 84.25
Use CN: 84
Page 4
Pond #1
Set Crest of Riser at Water Ouality Stage NA
Set riser at water quality stage + Permanent Pool
Stage(WQ): 1.395 ft
Say 1.50 Riser Elevation:
Estimate Stormwater Storage Needed:
Compute Allowable Outflow:
Qpre= 77 cfs See "Peak Inflow" sheet
Qpost = 115 cfs 10 yr storm
S = (Qpost - Qpre) * Tp *60 sec/min
If S is neg. (Qpre > Qpost)
S = 1.39 * Qpost * Tp
i
Determine Total Storage
Total Storage = Flood Storage + Water Quality
Total Storage =
Total Stage =
r
Configure Outlet NA
Select Riser by Orifice Equation
Cd =
h = ((0.159 * Q)/(Cd * D^2))^2
h is to Centerline of barrel
Set u Trial and Error table
Route to confirm
S=
S=
S needed =
QP =
Tp =
Tp =
265,597 cf
18621 cf
265,597 cf
77 cfs
159.21 min.
116.49 min.
265,597 cf
4.16 ft
0.6
Z
D inch D (ft) h (ft) h + D/2 (ft)

24 2 26.02 27.02
36 3 5.14 6.64
42 3.5 2.77 4.52
Page 5
Try barrel =
Riser =
5.50 ft
Pond #1
Forebav Required Volume
Total Storage = 265,597 cf ( Total Storage)
Fore Bay Volume = 20% Total Volume
Fore Bay Volume= 53,119 cf
Forebay Dimension
Try Len h Width
340 27
Area = (Length + (2*Depth*Sideslope)) *(Width + (2*Depth*Sideslopes)
Depth 4 ft
Area = 18,564 sf
Sideslopes 3.:1
Volume = (Average Area*Depth)
Volume = 55,488 CF
Sediment Storage
From "Sediment predictions in Eastern United States"
Malcom, H.R. and Smallwood, C., (1977)
(for Urbanized) V = 2.96 * A^0.67
V = 0.6213 acre-ft/year
27062 cf/year
Cleanout interval 2 Years
Volume= 54,124 cf
Where:
V = Sed. Volume (acre-ft/year)
A = Area (sq. miles)
Total Volume Needed for Pond = (cleanout volume - (0.25 * Forebay volume)) =
40,252 cf
Page 6

Pond #1
Peak Inflow - Pre Development
DESIGN STORM:
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
HUA No. DC0208 - Maury Correctional Institution
Greene County, NC
10-Year, 24-Hour Depth; 10-Year Intensity
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
INPUT OUTPUT
L = 2500 ft
H= 7 ft
Tc = 31.0 minutes
I = 4.11 in/hr
Pre Development
SOLUTION - Tp:
A = 62.26 acres
C = 0.30
INPUT
Qp = 77 cfs
OUTPUT
i
TERMINOLOGY:
P = 6.80 in
CN = 80
A = Watershed Area, (acres)
a = Statistical Variable
b = Statistical Variable
C = Runoff Coefficient
CN = Curve Number
H = Vertical Relief, (ft)
I = Rainfall Intensity, (in/hr)
S = 2.50 in
Q* = 4.51 in
Tp = 159.21 minutes
L = Hydraulic Lenth, (ft)
P = Precipitation Depth, (in)
Q* = Runoff Depth, (in)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Tc = Time of Concentration, (minutes)
Tp = Time to Peak, (minutes)
FINAL RESULTS: Qp = 77 CFS
11 T = 159.21 MINUTES
M
Pond #1
DESIGN STORM:
BACKGROUND:
REFERENCES:
,SOLUTION - Qp:
Peak Inflow - Post Development
HUA No. DC0208 - Maury Correctional Institution
Greene County, NC
10-Year, 24-Hour Depth; 10-Year Intensity
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
INPUT
L = 2500 ft
H = 7 ft Tc = 31.0 minutes
Post Development
SOLUTION - Tp:
I'
TERMINOLOGY:
I = 4.11 in/hr
A = 62.26 acres
C = 0.45
INPUT

P = 6.80 in
CN = 84
Qp = 115 cfs
OUTPUT
S = 1.90 in
Q* = 4.95 in
Tp = 116.49 minutes
A = Watershed Area, (acres)
a = Statistical Variable
b = Statistical Variable
C = Runoff Coefficient
CN = Curve Number
H = Vertical Relief, (ft)
I = Rainfall Intensity, (in/hr)
L = Hydraulic Length, (ft)
P = Precipitation Depth, (in)
Q* = Runoff Depth, (in)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Tc = Time of Concentration, (minutes)
Tp = Time to Peak, (minutes)
OUTPUT
FINAL RESULTS: Qp = 115 CFS
11 T = 116.49 MINUTES
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a m NO FL 0 PLAIN If / , PLAIN INVOLVEMENT ~ = ,
U f No caNSTRUCr~oN, pEVELaP ' ~ TEMPORARY BENCH MARK Drawing File Name iN pEVELOPMENT OR STORAGE OF ,r C-B-3 Q-D-EGDWO
MATERIALS SHALL BE ALLOWI 0 EIP . BE ALLOWEp BELOW THE 100-YEAR ~ ~ Revisions
~ t / FLOOD PLAIN ELEVATION OF NATION OF 40.0. \ QB-1 BORING LOCATION No 5/2s/o5 c~i~
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- . - . - . - ~ - ~ - ~ . WETLANpS No Data By ~ No Date By
N jj a~ l i.' 0 1 0 - - 140YR. FLOOpPLAIN ~ i ~ No Data Sy
v ~ ,d, ~ r.; o , _ _ . 1' CONTOUR ~ .
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i ~ L6; i Q ~ L65 W
~ L64 i IJ p o L64 LINE TABLE w z
i ~ LINE LENGTH SEARING ~
ECM , ~ 96.25 N 59 43 50 E X
L63 L63 " ~ ~ HAM PROpUCE ~ 185.76 N 58 55 32 E ~ -
~ ~ 81 i1 p6 511 PG. 608 ~ ~ " a L3 30.27 S 78'21 44 W X11 L62 L56 " ~ ~ ~
B2 L4 228.02 S 78 21 44 w w (U
~ B3 ` L61 " ~ ~ 220. i 0 S 0010 06 E ~
~ B4 L60 L57 " ~ ~ L6 w S 22 .44 N $9 45 41 E
~ ~ B ~ 611 L58 ~ L7 30.00' N 89'45'41" E .I ~ ~
~ Er 85 ~ ~ L59 ~ " . cv L8 J 4• 80.90 S 0019 50 E ~ rn
/ \ 1 • 1 M L9 40,23 S 00 20 50 E ~ ~
~ ~ LANE 1~ s6 L10 36.$2' S " Q 00 39 50 E ~ cn o
DB 351, PG. 488 \ L85 ~ " ~ L67 L11 63.23 S 00 0911 E ~ rn
~ B7 a ~ ~ B8 ~ ~ ~ i V L84 L12 32.45' S 00'45'27" E ° 4
~ / B8A ~ 10 ~ L83 I 1 " o ~ I 10 L68 L13 11 . i 3 00 33 48 E m ~
/ B9 ~ L82 L14 91. 4' S 00'16'35" E ~
~ , o- , 'r ~ " ~ ~ L81 L15 205.39 S OQ•27 38 E ~ • ~
/ ~ i. I L69 ~ L70 116 88.88' S 00'08'23" E
I l / t ECM i, - o ~ L80 " o S L71 L17 90.36 S 00 26 01 E o
L ~ 1 / ~ ` ~ ~ , L79 L72 1 " ~ 118 70.87 S 00 39 26 E
I ~ C2 ~ i / ~ ~ ° j L73 "
-~44~ ~-1 ~ C ~ jsr L74 L19 90 6 00 1 47 E ~ S ~0, L78 " L75 L20 8 .71 0 4 41 W
1 ~ ~ o ~ ea 100 0 F 1
L.SO ~ ~ C4 L76 L21 28 5 10' 09 E L77 L22 , 0' "
a ~ L 1 C98 10 N 55 28 09 W L23 "
9 N 58'2612 W C5 l
~ a ~ \ 97 NOW OR FORMALLY ,y9 ~ C Cgs' L24 7 N 60'18'55" W
~ HENRY WII.LIAMS ~ ~ \ C96 ~ M8 21, PG. 103 y ~ ~ 95 L25 68.80' 0'31'47" W i 1 1 "
~ Al ~ ~ 5\ C8 I EXI TING ~ ~ C94 C8 i L26 72.48 N 60'52 32 W , ! 7 "
--45 ~ C~ 'e PON \ 1 I ~ C12 C~ ! ~ 124.43 N 60'4312 W { 10 ~ _ _ _ _ ~ L28 104 N 60'37'36" W
~ i 1O ~ 1.52 ~ C11 1 C11 J / ___w
,yy 9 L49 A4 ~ l g ~Z L29 7 N 60'41'15" W
~ o ~ ~ 3 ?J L30 86. 2' N 60'40'03" W ~ ~ ~ ti 1
4 / ~ r~ ~ L31 104.63 N 60'53 35 W a? """"'~a \ 1 . 1 " ~ ~I
\ \ ~ ~ J L32 1 0 N 60 42 08 W ~ . / " ~.a a Sid o
~ ~ 1 i , 1 L33 68 39 N 6019 50 W = •.~'y ~ r
'r L34 46.91' N 59'57'0 " W ~ ~ s 8 ~Q ~ g•o ~
» v ~o L35 104.13 N 54 53 40 W o ra sy
RR SPIK y, / L36 59.02' N 48' '1 " s~ ~ ~a' w 36 2 W ,r o
~ ~ , ~ ~ i e / - L37 74.66 N 4T13 45 W . Prr
/ ~ \ \ ' / . » G~;~ ~ L38 100.99 N 4T0815 W ~ ~a~ a ~ni>~+
i \ L L39 90.72' N 4T31'03" W ,
\ i ~ ~ \ 1 L40 252.29' N 10'44'35" E
~ ~ \ \ ~ a1 " L 169.43 N 0919 48 E
\ ~ \ ~ ~ ~ L42 263.89' N 10'47'43" W ~ N ROUSE FARMS, lNC. 1 "
l ~ _ ~ ~ \ ~ L43 / 56.12 N 32 23 04 W
L4 ~ ~ 6 r. I ~ \ \ ~ o » l44 N 47A0 N 41 11 04 W
~ ~ ~ L45 71.20' N 25'26'44" W , to
L46 276.18' N 86'56'33" W ~ f 4
\ \ ~ ~ ~i W 1 s " L47 153.17 N 74 51 34 W
S s~, r-- ~ ~ \ ~ m . L48 293.24' N 75'35'27" E
~Sr• \ ly `--4 L49 4$.30 N 18'0718 W
~ ~ C & S FARMS, INC. BEIN~'~PART~OF ThIOS LANDS L50 219.51' N 66'13'10" E
DB 495, PG. 484 L J L51 62.54' S 26'44' 18" E
DE5CRIB 1N ~ 511, G 608 ~ ~ ~ MB 25, PG. 66 1 AND 495, G 3 ~ L52 " ~ ~ 227.96 S 69 5016 W
\ ~ ~ GREENE C UNTY EGf ~ L53 " 163.01 S 43'25 30 E
\ \ ~ ~1 L54 " ~ ~ 217.95 S 43'25 30 E
\ \ ~ ~ / L55 461.94' S 00'46'07" E
\ \ L44
\ \ ~ E \ \ 1 E l L56 44.85 S 1556 51 W / r/ s 1 " L57 26.61 N 59 04 52 W
S \ \ ~ f 1 p r L58 55.84 S 8T14 29 W
\r \
A r ~ 8 \ \ \ N ~ ~ I L59 29.68' N 84' 16' 13" W L60 50.92' N 38'29`09" W
~ \ i ~ L61 26,29' N 40'28'40" W ' ~ ~ EIP EIP ~ "
\ \ ' L86 \ I L62 27.55 N 80'33 07 W / ~ "
~ \ ~ ~ I L63 49.18 N 02'02 49 W 1 L COUN OF I • "
\ ~ j l \ 1 / ~ L64 31.27 N 52 09 30 E ~ GR NE
\ J \ 2/ cn ~ I L65 2 47' " EXI TiNG ~ 8. N 212136 E
I L66 " WELD SITE 29.92 N 20 33 36 E j I 1 1 "
~ ~ L67 17,98 S 5T57 08 E
mil U I rln I R ~ I ~iR d1 4R~ C 1.7~An~2A" U/
aKtA ACR~.S LINEAR FEET \ ~ ~ j ~ / ~ / JI ~1 / ~ I GI[' ~ w tEC' ~ P" -r ~ •wr i , ^rv,.rvn n wires
0 Pond A 0.28 N/A \ ~ V' \ L69 26.84 S 4706 24 W ~ L7 r n
f Lg L70 21.04 S 13'47 55 W
r~ Wetland B 0.45 N A \ / ~ Q r 7/ \ ~ ~ L71 1 .47' " 7 I Li 0 9 S 00' 12 30 W
\ L9 Wetland C 0.14 N A / \ ~ ~ ~ L72 21.69' S 03'02'50" W L11
~ / i Stream D RR SPIKE ~ 0.35 830 \ L73 " 20.63 S 12' 1010 W L12 ~ n
~ / v / ~ * ~ ` Wetiand E 0.17 N/A ~ \ L74 22.00 S 2G25 07 W
~ ~ J 1 L75 25.73' S 30'57' 10" W \ ~ r , n
TOTAL 1.3 9 Acres 830 LF ~ J / U1 ~ L76 15.28 S 30' 1212 W
~ L77 " 23.02 N 6416 23 W
Wetland C is an isolated wetland, not regulated by ~ ~ D4 3 the U.S. Army Corps of Engineers ~ ---r-- / L78 21.18' N 14'06'32" W /
,P i L79 41,33' N 24'1759" E EX, CEMI?~ERY
' L9 * Wetland E was not surveyed; estimated acreage shoyrn. 21 29 N 31 59 40 E
1,8'9 8 s 8 t i W L81 , , n ~i~^ 22.58 N 16' 10 57 E
' D ~ L34 \ ~I t ~ 1 n \ L82 37,82 N 18 46 5$ E
o e \ I , 1 I L83 27,22' N 31'11'41" E 7(?
a .p., _ \ ~ D5 ~~1 100YR FLOOOPLAIN ~ L84 22.3 N 38 0513E n -
~ w ati: 6~ \ \ , AT EL. 40.0 (TYP.) L16 l85 21.94 N 25 59 01 E
~ .ry L ( ~ L ~w ~.--1 86 14.92 S 86 44 41 E MA
\ N ~ ~ D~
\ N ~ L17 L87 605.97' S 18'53'51" W ~t;ci~r+ur ~ \ ~ 232.33 S 19 01 49 W s~
F i~ ` \ ~ ~ l ~ L18 L89 22,07' N 62'43'46" W
O ~ i \ \ \ 1 / 1 p ~ \ L90 229.59 N 19 21 41 E
i I.i.i i \ r \ ~ . , n a e o. \ \ ~ L19 ~ L91 601.52 N 19 28 57 E
F- ~ Q ~ ~ ~ \ r . , " \ ~ ~ L92 22.88 S 53 2612 W fl0[)E # ~ 49763
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~ N=618,754.5498 ~ Desi ner ~ 9 w ~
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g - - - - - - ADJOINING PROPERTY BOUNDARY Revislans ~ ~ .
a 144,03 TOTAL ACRES ~ PROPERTY BOUNDARY No Dote ay
N 1.84 LESS ROAD R W _ _ _ .r. 100YR FLOODPLAIN No .Dote a~
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o EXISTING WOOD LINE ° 142.19 NET AREA ACRES No Dote `Y.....
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o U.S. REGULATED BY THE U.S. ARMY CORPS OF ENGINEERS GRAPHIC SCALE i Do • Dom. '3 ssue te. 31,
P IV V 200 o too soo roo eoo
ISOLATED WETLAND NOT ci NO CONSTRUCTION, DEVELOPMENT OR STORAGE OF REGULATED BY THE U.S. Volume
MATERIALS SHALL BE ALLOWED BELOW THE 100-YEAR ARMY CORPS OF EN 1 G VEERS
a FLOOD PLAIN ELEVATION OF 40.0. 1
? ? t 4 ? k ~ APPROXIMATE JURISDICTIONAL (IN FEET ) 1 inch = 200 ft.
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~ ~ NO CONSTRUCTION, DEVELOP ~ zE , ~N DEVELOPMENT OR TORA / C-B-3 Q-D-ECDVYQ S GE OF
z i.~ , ; ~ , , ; ` MATERIALS SWALL BE ALLOWI ~ ~ ~ ~ / . BE ALLOWED BELOW THE 10 -Y ~ ~ 0 EIP Revisions 0 EAR
~ FLOOD PLAIN ELEVATION OF a , ~h :NATION OF 40.0. \ 00 8-1 BORING LOCATION Na Da#e 5/26/05 a COH ~ y
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o + U ~ • ~ . ~ , , ~ No Date 8y ' \ 1' CONTOUR Issue Date:
D FEB. 20, 2004
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24 RCP CULVERT ; , ! ~s ~s s~ s~ ' ~ ~ ~ ~ ~ % / TR TI N ~ CONS UC 0 . j ~
140LF ®0.50% . " - _ _ i / i 2. PLANT ALL PERIMETERS OF PONDS WITH NATIVE
RIPRAP VELOCITY ~ ,i TION AND MARSH PLANTS FROM AQUATIC VEGETA
T MPORARY ~ ~ ! , ~ .~r-~: DISSIPATOR PAD _ . _ . 2 E 1 ~ ~ ~ - _ TOP OF DAM ELEVATIONS
t~ = ~ S~ ~S s... t, CONSTRUCTION ~ 6 Wx15 Lx8"TH ~ ELEVATIONS, IN BOTH FOREBAYS AND PONDS) ~ ~ OF,
t~~ USE CLASS B RIPRAP i C.C.4 ENTRANCE ~ ~ i~ % ! P VEL TY R PRA OCI ~ ~ ~ / I WITH A SEEDED MIXTURE )CITY ~
; , 4 /r DISSIPATOR PAD ( PAD r ~ /
~ , FES 54 i~ r~ ~ 30 Wx22 Lx30~f H 7 r ~ ARROW ARUM(PELTANDRA VIRGINIA)
~ ~ INV. 39.7 ; ~ C.C,4 $ TEMPORARY ~ ~ USE CLASS 1 RIPRAP EMOVE , BROOMSEDGE(ANDROP4GON VIRGINICUS) s ~ 1 RIPRAP /
CULVERT ' ~i ~ ~ r' ROCKDAM #1 / COONTAIL(CERATOPHYLLUM DW4ERSUM) .~ys o. d~ .
i, ~ C.C.4 PROTECTION / ~ j 2 HEADWALL 30 r ~ DUCKWEED LEMNA SPP.) ° ~ STORMWATER / a ~ Z.v r / - ONTEDERIA CORDATA ~~a ~ - 30 , ,i MANAGEMENT POND 1 PICK WEED(P )
~ ~ / / TOW 43.0 o ~ TAMOGETON PECTINATUS s : v~ 2:
C. ,36 TOW 37.49 ~ SEE NOTES THIS SHEET ~ POND WEED(PO ) ~ C.6.3D ~ RICE CUTGRASS(LEERSIA ORYZOIDES) sd a~'d ~
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~ 3 1 C.C.4 TEMPORARY INLET ~ i'- , % ~ 5WITCHGRASS(PANICUM VERGATUM)
r ~ ~ .i PROTECTION ~ TYP. FES 53 ~ ) ~ C.C.4 j~;:~~:~'~. WILD CELERY(VALISNERIA AMERICANA ) ~ ~ ,
i/r / r ~ INV. 40.2 9S ~ ~ i ` ~ ' ~2 WILD RICE ZI7ANIA AQUATICA)
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STORM DRAINAGE TABLE W w S~ O
UPPER LOWER PIPE PIPE PIPE PIPE UPPER LOWER UPPER LOWER PIPE PIPE STRUCTURE STRUCTURE SIZE MATERIAL LENGTH SLOPE INVERT INVERT STRUCTURE STRUCTURE SIZE MATERIAL L m GI 1 GI 2 15" RCP 146LF 1.16 42.00 40.31 YI 28 CI 29 15" RCP E PIPE PIPE UPPER LOWER LEGEND V W
21AL LENGTH SLOPE INVERT INVERT Exis~nNC DESCRIPTION New ~ ~ ~ O
~ 39LF 0.40% 41.00 40.84 TEMPORARY BENCH MARK
O EIP
o GI 3 GI 4 15" RCP 83LF 0.40% 41.50 47.17 CI 29 CI 27 18" RCP o GI 4 GI 5 18" RCP 156LF 0.30% 41.17 40.70 CI 27 CI 10 36" RCP ~ 205LF 0.5fl% 40.84 39.82 ~g_~ BORING LOCATION r ~
75LF 0.29% 38.31 38.09 PROPERTY LINE - DOC
o GI 5 GI 2 24" RCP 194LF 0.20% 40.70 40.31 CI 10 HW 30 36" RCP ~ 91LF 0.669; 38.09 37.49 PROPERN LINE -OTHER ate' NO. OODE i ~ 407183
3 G~ 2 YI 6 6-10" DIP 103LF 0.30 40.31 40.00 GI 31 GI 32 15" RCP ~ 11 6 CI 7 24° RCP 53LF 0.36% 40.00 39.81 GI 32 GI 33 15" RCP ~ CI 7 CI 8 24" RCP 175LF 0.46 39.81 39.01 GI 33 GI 34 15" RCP 0 213LF' 0.30% 41.50 40.86 - - - WETLANDS * ; ~
i 66LF 0.30% 40.86 40.36 - - t 00YR. FLOODPLAIN p f : g597q000~
99LF 0.367 40.36 40.01 - - 1' CONTdUR ~ * ° ~
o CI 8 YI 9 30" RCP 92LF 0.18% 39.01 38.84 GI 35 GI 34 15" RCP W YI 9 CI 10 30" RCP 92LF 0.18% 38.84 38.68 GI 34 GI 36 18" RCP 1 218LF 0.45% 41.00 40.02 - - - - - 5' CONTOUR Deatgner
' 152LF 0.36% 40.01 39.46 STORM DRAIN UNE Cpl{
STORM DRAIN INLET ¦ Drawn By
o GI 11 GI 12 15" RCP 111 LF 0.40% 42.00 41.56 GI 36 GI 37 24" RCP 0 ' 280LF 0.14% 39.46 39.07 FDW STORM DRAIN HEADWALL ~
GI 12 GI 13 15" RCP 103LF 0.40% 41.56 41.14 GI 37 GI 38 24" RCP 1 ' 152LF 0.23% 39.07 38.72 Cheesed ey ~
c~ GI 13 GI 14 18" RCP 74LF 0.30% 41.14 40.92 GI 39 GI 38 15" RCP "a' GI 15 MH 16 15" RCP 179LF 0.40% 43.00 42.52 GI 38 GI 40 30° RCP 1 ' 218LF 1.04% 41.00 38.73 Date Drawn
167LF 0.12 38.72 38.52 Drawing file Name
m ~ MH 16 GI 17 78" RCP 131LF 0.35% 42.52 42.07 GI 40 GI 41 30° RCP 1 ' 100LF 0.14% 38.52 38.38 Cr8-2 LAYOUTDWG
z GI 17 GI 14 18" RCP 100LF 1.157 42.07 40.92 GI 42 GI 41 15" RCP 3 ~ 218LF 0.62% 41.00 39.65 Reas~ona No~oa~e 5/26/05 ey CDH
a GI 14 GI 18 30" RCP 363LF 0.15% 40.92 40.37 GI 41 GI 43 36" RCP 1 ' 183LF 0.07% 38.38 38.25 No_Date er-
GI 18 YI 19 6-10" DIP 104LF 0.90% 40.37 39.44 GI 43 GI 44 36" RCP 1 ~ 124LF 0.07% 38.25 38.16 ~ No ~ Dota er _ No _ Dace ey
' 73LF 0.69 40.50 40.00 No _ oee< ev -
~ YI 20 Yi 19 15" RCP t 41 LF 0.40 40.00 39.44 GI 45 GI 46 15" RCP m i
o YI 19 CI 21 30' RCP SOLF 0.21% 39.44 39.33 GI 46 GI 47 15" RCP 1 111 LF 0.83% 40.00 39.08 GRAPHIC SCALE No. oe~. eY No_Oot< By_
N
o CI 21 CI 22 30" RCP 272LF 0.23% 39.33 38.84 GI 48 GI 47 15" RCP ' 75LF 1.89% 40.50 39.08 °0 ° '8 00 10° 40° Issue Dotx tom. 20.2004
YI 23 Ct 22 15" RCP 31 LF 2.94 41.00 40.09 GI 49 GI 47 15" RCP 1 ' 104LF 0.44 39.50 39.08
~ ~ volume
o CI 22 CI 24 36" RCP 122Lf 0.10% 38.84 38.72 GI 47 GI 50 24" RCP 1 100LF 0.24% 39.08 38.84 1 ~h , ~ n I
YI 25 CI 26 15" RCP 39Lf' 0.40% 41.00 40.84 GI 50 GI 44 30" RCP 1 178LF 0.38 38.84 38.17
~ CI 26 CI 24 18" RCP 205LF 0.30 40.84 40.23 GI 44 GI 51 12-10" DIP x 90LF 0.27 % 38.16 37.97 Protect Number
~ 71 LF 0.25 37.97 37.80
~ CI 24 CI 27 36" RCP 229LF 0.18% 38.72 38.31 GI 51 HW 52 36" RCP x
a FES 53 FES 54 24" RCP 1 ' 100LF 0.50 40.20 39.70 Sheet Ot
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~ ~ INV. 39.7 ; ~ C.C.4 $ TEMPORARY ~ ~ ~ USE ,CI~4SS 1 RIPRAP i ~ ~ r! 1 RIPRAP ~ ROCKDAM 1 / COONTAIL{CERATOPHYLLUM DWQERSUM) s y~
cuLVERT # ~o ~ ~ . D CKWEED LEMNA SPP.} ° ~ STORMWA~ ER U ( y
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STORM DRAINAGE TABLE a W W Z
UPPER LOWER PIPE PIPE PIPE PIPE UPPER LOWER UPPER LOWER PIPE PIPE 'E PIPE PIPE UPPER LOWER LEGEND U
STRUCTURE STRUCTURE SIZE MATERIAL LENGTH SLOPE INVERT INVERT STRUCTURE STRUCTURE SIZE MATERIAL L v~ GI 1 GI 2 15" RCP t46LF 1.16% 42.00 40.31 YI 28 CI 29 15" RCP TRIAL LENGTH SLOPE INVERT INVERT EXISTING DESCRIPTION NEw W ~ ~
;P 39LF 0.40% 41.00 40.84 ~ TEMPORARY BENCH MARK
GI 3 GI 4 15" RCP 83LF 0.40 41.50 41.17 CI 29 CI 27 18° RCP :P 2051E 0.50% 40.84 39.82 O EIP ~ ~ ~
OO B-1 BORING LOCATION
o GI 4 GI 5 18" RCP i56LF' 0.309>' 41.17 40.70 CI 27 CI 10 36" RCP :P 75LF 0.29% 38.31 38.09 PROPERTY LINH - DOC
;P 91Lf 0.66% 38.09 37.49 PROPERTY UNE -OTHER State No.
o GI 5 GI 2 24" RCP 194LF 0.20% 40.70 40.31 CI 10 HW 30 36" RCP CODE i ~ 407183
3 GI 2 YI 6 6-10" DIP 103LF 0.30% 40.31 40.00 GI 31 GI 32 15" RCP :P 213LF 0.30 41.50 40.86 - - - - WETLANDS R~ * ; ~
~ YI 6 CI 7 24" RCP 53LF 0.36% 40.00 39.87 GI 32 GI 33 15" RCP tP 166LF 0.30% 40.86 40.36 - - t00YR. FLOODPtAIN p;:4~7g000B
~ CI 7 CI 8 24" RCP 175LF 0.46% 39.81 39.01 GI 33 GI 34 15" RCP ;P 99Lf 0.36% 40.36 40.01 _ 1' CONTOJR ~ 4 ° ~
0
o CI 8 YI 9 30" RCP 92LF 0.18% 39.01 38.84 GI 35 GI 34 15" RCP :P 218LF 0.45% 41.00 40.02 - - - - - 5' CONTOUR Designer
W YI 9 CI 10 30" RCP 92LF 0.18% 38.84 38.68 GI 34 GI 36 18" RCP tP 152LF 0.36% 40.07 39.46 STORM DRAIN LINE
c~ STORM DRAIN INLET ¦ Drawn By
o GI 11 GI 12 15" RCP 111 LF 0.40 42.00 41.56 GI 36 GI 37 24~ RCP .P 280LF 0.14% 39.46 39.07 FDW STORM DRAIN HEADWALL ~
.P 152LF 0.23 39.07 38.72 Che~ad ey ~
' GI 12 GI 13 15" RCP 103LF 0.409 41.56 41.14 GI 37 GI 38 24" RCP 0
c~ GI 13 GI 14 t g" RCP 74LF 0.30 41.14 40.92 GI 39 GI 38 15" RCP .P 218LF 1.04% 41.00 38.73 Date Drawn
.P 167LF 0.72q 38.72 38.52 ~ ~2
'a'' GI 15 MH 16 15" RCP 119LF 0.40% 43A0 42.52 GI 38 GI 40 30" RCP m ~raw(ng Flle Name
~ MH 16 GI 17 18° RCP 131LF 0.35% 42.52 42.07 GI 40 Gt 41 30" RCP :P 100LF 0.14% 38.52 38.38 Cr$~2 LAYOUTDVYQ
z GI 17 GI 14 1 B" RCP 1 OOLF 1.15% 42.07 40.92 GI 42 Gt 41 15" RCP .P 218LF 0.62% 41.00 39.65 Reas~a,s No~oa<e 5/26/05 ey CDH
a GI 14 GI 18 30° RCP 363LF 0.15 40.92 40.37 GI 47 GI 43 36" RCP .P 183LF 0.07% 38.38 38.25 No_om< er.
GI 18 YI 19 6-10" DIP 104LF 0.90% 40.37 39.44 GI 43 GI 44 36" RCP .P 124LF 0.079e' 38.25 38.16 ~ t+o _ oot< er No~ood By-
YI 20 YI 19 15" RCP 141LF 0.40% 40.00 39.44 GI 45 GI 45 - RCP ~P 73'~~ 0.69% 40.50 ~.0'D ~~-o^~e ar-
i
N Yf 19 CI 21 30" RCP 50LF 0.21 % 39.44 39.33 GI 46 GI 47 15" RCP ;a ~ ~ ~ ~F o.83~ ao.oa ss.os GRAPIiIC SCALE BY -
:P 75LF 1.89% 40.50 39.08 °0 ° " 00 10° p0° Issue Date: Fem. 20.2004
o CI 21 CI 22 30° RCP 212LF 0.23% 39.33 38.84 GI 48 GI 47 15° RCP
YI 23 CI 22 15" RCP 31 LF 2.94 41.00 40.09 GI 49 GI 47 15° RCP :P 104LF 0.40% 39.50 39.08 ~ ~ volume
o CI 22 CI 24 36° RCP 1221E 0.10% 38.84 38.72 GI 47 GI 50 24" RCP :P 100LF 0.24% 39.08 38.84 1 taoh - 6o tt, I
`2 YI 25 CI 26 15" RCP 39LF 0.40% 47.00 40.84 GI 50 GI 44 30" RCP )P 178LF 0.38 38.84 38.17
~ CI 26 CI 24 18" RCP 205LF 0.30% 40.84 40.23 GI 44 GI 51 12-10" DIP x P 901E 0.21 38.16 37.97 Protect Number
U ~ CI 24 CI 27 36" RCP 229LF 0.18 38.72 38.31 GI 51 HW 52 36° RCP ;P 71 LF 0.25% 37.97 37.80 ~16~-~
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n ~ i ~ f ~ ~ ' i - ~W ~ ~
~ ~ 44 43 ~ / 42 i ~ ~ 45 ' x ~ ~ 1 Checked By ~ ~
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~ ~ ~ UNSEGURE ~ ~ ~ Dote Drawn
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i ~ EGEND ~ THROA 1,. i ~ Drawing File Name
N4T S: v EXISTING D CRIPTION NEW ~ / / - ' ~ C-B-2 LAYOERDWQ
~ i v, 1. FOR DETAILED DRAINAGE OF OUTDOOR 0 Revisions
z , TEMPORA Y BENCH MARK ~ 4 ~ :EXERCISE AREAS SEE SHEET C.B.3C 38 No Date 5 26 05 9y CDH
a 0 EIP ' ; ~ No date By
~ 2. SEE STORM DRAINAGE TABLE ON C.B.3A ~ i ~ ~ ~ i ' N ~ • -1 BORING LOCATION l~ r /i FOR ALL STORM DRAINAGE lNFORMATI4N.. O B .'a•; ~ 38 No Dote ay
w r ~ ..40 , ~ ~ No Dote 6y
Q 3~. ROOF DRAIN AND DOWNSPOUT PIPING SHALL PROPE LINE - DOC ' o i 40 RlPRAP VEL No Date By
~ ~ BE PVC OR 5MOOTH BORE CORRUGATED _ i ; j~-; i PROP TY LINE OTHER ~ I 4 f DISSIPATOR PAR ~ ~ Nc Dote 8y
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o ROOF DRAIN/DOWNSPOUT TO STORM ORAlN ~ ; ; v j' i ; / ' C.C.4 4{ USE CLASS 1 RIPRAP ~ M issue Date;
° ',INLET STRUCTURE OR PIPING. _ _ _ , , ~ , 100YR. FLOODPLAIN ~ , , ;
r ~ 2 4. SEE DETAIL 1 ON C.C.38 FOR DOWNSPOUT . _ i CONTOUR 2 HEADWALL 52
CONNECTfON DETAIL. - ~ ~ ~ ~ ' TOW 42.5 Volume
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Q STORM DRAIN LINE ~ ~ r 1
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o NOTES: J
z 1. REMOVE ACCUMULATED SEDIMENTS AT COMPLETION
Z
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N
2. PLANT ALL PERIMETERS OF PONDS WITH NATIVE
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DUCKWEED (LEMNA SPP.) Designer
o PICKERELWEED (PONTEDERIA CORDATA) Drawn 6y
w POND WEED (POTAMOGETON PECTINATUS)
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C~
o SEDGES (CAREX SPP.) Date Drawn
SMARTWEED (POLYGONNUM SPP.) MAY 23, 2005
m SWITCHGRASS (PANICUM VERGATUM) Drawing File Name
Z WILD CELERY (VALISNERIA AMERICANA) Revisions
a WILD RICE (ZIZANIA AQUATICA~ no Dote By
No Oote By
N W No Date 8y
O O No Dote By
W Na Dote By
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ECM ~ ~ L1 96.25' " ~ N 59 43 50 E ° x
L63 r L63 ~ • " ~ c a HAM PRODUCE ~ 185.76 N 58 55 32 E ~ -
~ B1 S 4 31 OB 511 PG. fi08 L3 30. w 27 s 78'2144 w
B2 L56 , ~ c I ts2 L4 228.a2 s 78' 1' " 2 44 W
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~ ~ ~ Z r, L10 ~ 36.82 S 00 39 50 E cn o
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DB 351, PG, 488 / B7 ~ ' ~ L84 L12 32.45' S 00'45'27" E °o „
~ / h. B8 ~ ~ ~ / ~ ~ t83 L13 119.13' S 00'33'48" E m
> ~ / B8A ~ 10 ~ ~ ~ i 10 L68 c ' t82 t14 91.34' S 00'i 6'35" E ~ °
• B9 ~ r t81 L15 205.39 ~ ~ ~ L6g S 00 27 38 E ~
? 1 / / ~ i L16 88.88' S 00'08'23" E
~ r l f i co ! ~ ~ ~co L80 L70 o S L71 L17 90.36 S 00'26 01" E o
ECM ~ I ~ , L79 L72 t18 70.87' ~
1 / ~ I 1 ~ , ~ C1 ~ 5 00 39 26 E ~ ~ ~j L73 L19 ~ , "
sr S t74 90.69 S 00 51 47 E L78 s o3 t75 t2o 8.71' " .0 0 S 04 41 41 w
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1 /
1 C98 I / t23 g ' " ~ 59.3 N 58'2612 W C5 t24 "
A ~ ~ - A3 97 1 q NOW OR FORMALLY ~y \ C96 C6'~ 67.16 N 6018 55 W ..r L25 68.80' N 60'31'47" W
MENRY WIl1.l S $ /
ti MB 21 PG. 103 5 ~ 95 - S`'~. ~ ~ C~ A1_,..- EXI NG ~ ~ C94 ~?6 72.48' N fi0'52'32" W CS ! I - "
C~ L27 124.43 N 60 4312 W
's PON ~ C12 ~ ~ ~ t+ ~ 10 ~ ~ 4~ L52 C11 10 0 _ ~ , _ _ _ 1.28 104.88' N 60'37'36" W C11 J ~ _ - , "
i ,?~`1, i g l49 A4 L29 70.93 N 60'4115 w
I ~ ~o ~ L30 8fi.82' N 60'40'03" W
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~ \ ~ r} / i.. ~ y V' 1 / L33 6$.39' N 60'i9'50" W ~ ••~'y ~ ~ r~
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~ \ ~ ~ / , " ~ z.o.,~ ~ s t35 104.13 N 54 53 40 W ~ o c~; v,
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P~ 0 I 1 p9 S ~ ~ / 9 1 ~ ~ L37 P 74.66 N 4T 13 45 W .
0 ~ 0 ~ ~ 0 ~ 9 ~ I , 1 Gay L38 100.99 N 4T0815 W „r~` ~ ,nu
~ ~ ~ / ~ L39 90.72' N 4T31'03" W
~ ~ ~ ~ i L40 252.29' N 10'44'35" E
/ \ \ 4,~ ~ ~ L41 169.43' N " 0919 48 E
~ " ~ ~ L42 263.89 N 10 47 43 W
~ ~ Z - N ROUSE FARMS, INC. " L43 56.12 N 32 23 04 w
~ L46 ~ ° L44 47 00' ` 1' " N 41 1 04 W
~ ~ \ N \ L45 71.20' N 25`26'44" W
\ , N ~ L46 276.18' N 86'56'33" w
J W ' ~ L47 153. i 7' N 74'51'34" W
S~ m L48 293.24' N 75'35'27" E
~ + ~ ti ~ L49 48.30' N 18`0718" W
~ ~ , l ~ ~ L50 219.51' N 66'13'10" E
C & S FARMS INC. BEING~PART~OF THOS LANDS ~ ,~J ~ L51 62.54' S 26'44' i 8" E
DB 495, PG. 484 L DESCRIB IN ~B. 511, G 608 ~ ~ \ MB 25, PG. 66 1 AND 495, G 3 L52 227.96' S 69'50' 16" W
GREENE C l7NTY EGI t ~ I L53 163.01' S 43'25'30" E
\ \ ~ ~ t54 217.95' S 43'25'30" E
~ ~ \ \ ,r?~ ~ ~ L55 461.94' S 00'46'07" E
L44 \ \ J/ 1 1 " g
A \ \ E i' L56 44.65 5 16'56 51 W , ~ L57 26.61 N 59 04 52 W
\ \ f f , , a
~ L58 55.84 SST 14 29 W
\r \ \ 4 r ~ \ ! L59 29.68' N 84' 16' 13" W
N c~` ~ ~ t ~ L60 " 50.92 N 38'29 09 W
~ ~ t61 26.29' N 40'28'40" W ' ~ ~ EIP EIP ~ L62 27.55' N 80'33'07" W
~ ~ L86 36 '
t ~ ! L63 49.18 N 02 02 49 W 1 L COON OF ~ L64 "
ti F / i 31.27 N 52 09 30 E GR NE ~j "
\ ~ f _ ~ t65 28.47 N 2121 36 E EXI TING ~
~ 2 ~ L66 29.92' N 20'33'36" ` WE SITE E
~ t r I / / , 1 ~ I J. ~ f I R7 nc~ a a~c~~na" a 1 E rA
\ ~ ~ / l i E!P r L6 Eip L68 41.96 S 17'40 30 W \ ~ ~ "
AREA ACRES LINEAR FEET \ ~ L69 26.84 S 47'06 24 W ~ ~ 17 L70 °
Pond A 0.28 N/A \ ` P Lg 21.04 S 13'47 55 W
W tlan B 0.45 N A \ ~ Q ~ 7 e d / \ 171 19.47' Soo' 12'30" W 7 t I L10
\ L9 \ ` ~ 172 21.69' S 03'02'50" w Li 1
Wetland C 0.14 N/A .a~ ~ ' RR SPIKE ~ \ L73 20.63' S 12' 10' 10" W
i Stream D 0.35 830 ~ , ~ ~ o ~ i i / 112 174 " ~ \ ~ 22.00 S 2525 07 W
~ * \ Wetland E 0.17 N/A / ~ 175 25.73' S 30'5710" W
J \ \ 1 " (n 176 15.28 S 301212 W
- ~ T07AL 1.39 Acres 830 LF ~ ~ " ~ ~ 177 23.02 N fi4' i fi 23 W a
W l n C i n' I w 1 n I / \ ~ D4 et a d s a iso aced et and, of regu ated by 3 ~ 178 21.1$' N 14'06'32" W
the U.S. Army Carps of Engineers , L~9 41.33 N 2417 59 E
. L9 EX. C£M~£RY a ~ " L80 21.29 N 31 59 40 E
* Wetland E was not surveyed, estimated acreage shc~w~n. ~ \ 8 1,89 ~ 8 t i W " L81 22.58 N 1510 57 E
\ D ~ L34 ` ~ ~ ~ 182 " 1 I \ 37.82 N 18 46 58 E
+ ~i; ~ 1 ~ ! 183 ~ t C~¢ ~~a i 27.22 N 31 11 41 E t A ~ ~ , .
~ ~ ~ 1~ ~ , \ \ ~ ~ 100YR FLOODPLAlN 184 22.53 N 38 0513E
zll ' D~ ~ ~ AT EL. 40.0 (TYP.) 11 fi L85 21.94 N 25 59 01 E ~ t , 1:~~
~ti: 6~~ \ W .ry L ~ \ ~ ~ 1 1 " ~ L86 14.92 S 8544 41 E
1--.. ~ ~ L17 ~ L87 605.97 S 18'53'51" W pENR-wn<<f~~~;~`,~~'!r~~~,~ ~
~ \ \ \ ~ 1 1 n ~1WrDS ANq STl,'RMW . a = ~ 188 232.33 S 19 01 49 W t'"' ~
N ~ \ n A ~ 1 1 "
U ~ ~ ~ / ~ t L18 ~ L89 22.07 N 62'43 4fi W ~ ~ ~ 1 " ~ ~ \ J L90 229.59 N 19 21 41 E
O i i i ~ L91
H i~ \ \ ~ L19 601.52 N 19 28 57 E \ 1 ! " \ L92 22.88 S 53'2612 W OODE ~ ~ 47183
Q i D f i L• ~7 \ \
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DOC JOB # 1981 ON'
~ ~ r a Q NCGS MON. DOLL LEGEND T~
N=618,754.5498 N-" . Desi ner ~ 9
~ E=2,412,851.1190 a w ~ °r' ' COI"{
0 COMPUTED POINT ~ Drawn By
Fow
0 0 EIP EXISTING IRON PIPE _ Checked By
~ 0 RR SPIKE RAILROAD SPIKE a o CDH
Q ECM EXISTING CONCRETE MONUMENT ~ Dote Drawn
- - 1' CONTOUR i z 2002
5' CONTOUR --,Drawing File Name
AREA INFORMATION - - - ROAD RICHr-OF-wAY C-B 1 TOPODWC~
~ - - - - - - - ADJOINING PROPERTY BOUNDARY Revisions
a 144,03 TOTAL ACRES
PROPERTY BOUNDARY t No Date ey Nc Dote gy
N i .84 LESS ROAD R W - - - 100YR FLOODPLAIN No Date gy
i ~~~~1 EXISTING WOOD LINE No Dote gy
°o 142.19 NET AREA ACRES EXISTING NoN-Jt~RISDICTIONAL ~ DITCH LINE No Date gy
0 No Date gy
o JURISDICTIONAL WATERS OF THE No Dote gy
~ U.S. REGULATED BY THE U.S. 0 GRAPHIC SCALE !ss a Da • DEC. 2002
ARMY CORPS OF ENGIf~EERS P V V u te. 31,
IsOLATED wETLAND Nor zoo o too soo goo eoo -
~ NO CONSTRUCTION, DEVELOPMENT OR STORAGE OF REGULATED $Y THE U.S. Volume
o MATERIALS SHALL BE ALLOWED BELOW THE 10O-YEAR ARMY CORPS OF ENGINEERS I
a FLOOD PLAIN ELEVATION OF 40.0. ' ' ' ` ' ` ' ' ' ' ' APPROXIMATE JURISDICTIONAL cYj ? + s + ~ ? ? ? ? t +
y~ WETLAND AREA (NOT SURVEYED) inc;a ~ 2ao Project Number
i U
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TEMPORARY i .f" - ~ _ ~ SF ~s - t 6 Wx15 Lx8"TH , ELEVATIONS, IN BOTH FOREBAYS AND PONDS}
CONSTRUCTION ;,f ; ~ USE CLASS B RIPRAP ~ ~ 1 / ~ ~ EDED MIXTURE OF: ~ ~ r / ~ WITH A SE
C,C.4 ENTRANCE ~ ; J RlPRAP VELOCITY i ~ ~ 4 ~GITY T ~ ' : /i,
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TEMPORARY ~ /r ~ 8 { I J \ j~ -r ROGKDAM #1 { COONTAIL(CERATOPMYLLUM DWQERSUM) v.• s~y4 ado. ~ ~
CULVERT III ~ , ~ f~ ~ - ~ ~ ~ STORMWATER DUCKWEED(LEMNA SPP.) ° ~ ~W r ~ _ / Q~~ xto
,C.4 PROTECTION , HEADWALL 30 C ~ 2 # ~ / ~ ~ '30 ! ~r MANAGEMENT POND 1 PICK EED(PONTEDERIA CORDATA) ~.~n m # ~ ~ /
~ ~ G' / TOW 43.0 ~ J- , P WEED POTAMOGETON PECTiNATUS s :`v. ° : C.6.3D SEE NOTES THIS SHEET OND ( } c~i. , ~ . ~
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Up
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STORM DRAINAGE TABLE W
0 W
'E PIPE PIPE UPPER LOWER LEGEND V
UPPER LOWER PIPE PIPE PIPE PIPE UPPER LOWER UPPER LOWER PIPE PI°E
STRUCTURE STRUCTURE SIZE MATERIAL LENGTH SLOPE INVERT INVERT STRUCTURE STRUCTURE SIZE MATERIAL L v~ GI 1 GI 2 15" RCP 146LF' 1.16 42.00 40.31 YI 28 CI 29 15" RCP RIAL LENGTH SLOPE INVERT INVERT Exi~NC DESCRIPTION NEw QW
P 39LF 0.40 47.00 4p.84 TEMPORARY BEMCH MARK p ~ ~ ~ O
O EIP o V
o GI 3 GI 4 75" RCP 83LF 0.409 41.50 41.17 CI 29 CI 27 18° RCP P 205LF 0.50% 40.84 39.82 ~g_~ BORING LOCATION
P 75LF 0.29 38.31 38.09 PROPERTY LfNE - DOC
o GI 4 GI 5 18" RCP 156LF 0.30% 41.17 40.70 CI 27 CI 10 36" RCP
Q GI 5 GI 2 24" RCP 194LF 0.20% 40.70 40.31 CI 10 HW 30 36° RCP P 91LF 0.66% 38.09 37.49 PROPERTY LINE -OTHER State No.
F' 213LF 0.30.°Z 41.50 40.86 - - WEfLANGS ~E * ~
~ GI 2 YI 6 6-10" DIP 103LF 0.30 40.31 40.00 GI 31 GI 32 15" RyF' ttH~A t -1
0 ~ YI 6 CI 7 24" RCP 53LF 0.36% 40.00 39.81 GI 32 GI 33 15" RCP P 766LF 0.30% 40.86 40.36 - - t00YR. FLOODPIAIN D i ~ 49H7g000B
~ CI 7 CI 8 24° RCP 175LF 0.46 39.81 39.01 Gf 33 GI 34 15" RCP P 99LF 0.36% 40.36 40.01 - - - 7' CONTOUR ~ * ° ~
w CI 8 YI 9 30" RCP 92~F 0.18 39.01 38.84 GI 35 GI 34 15" RCP P 218LF 0.45% 41.00 40.02 - - - - - 5' CONTOUR Deaignar
0
YI 9 CI 10 30" RCP 92LF 0.1 S% 38.84 38.66 GI 34 GI 36 18" RCP P 152LF 0.36% 40.01 39.46 STORM ORAIN LINE CpH STORM DRAIN INLET i Drawn By
P 280~F 0.14% 39.46 39.07 ~ FDW
o GI 11 GI 12 15" RCP 111 LF 0.40 42.00 41.56 GI 36 GI 37 24" RCP STORM DRAIN HEADWALL
w GI 12 GI 13 75" RCP 103LF 0.40% 41.56 41.14 GI 37 GI 38 24" RC? 152LF 0.23 39.07 38.72 cne~ed By CDH
v P 218LF 1.04°!> 41.00 38.73 Date Drawn
~ GI 13 GI 14 18" RCP 74LF 0.30% 47.14 40.92 GI 39 GI 38 15" RCP
M GI 15 MH 16 15" RCP 179LF 0.40% 43.00 42.52 GI 38 GI 40 30° RCP P 167LF 0.12 38.72 38.52 ~ ~2
Drowing File Name P 100LF 0.14% 38.52 38.38 C$2 LAYOUTDWO
m MH 16 GI 17 18" RCP 131LP 0.35% 42.52 42.07 GI 40 GI 41 30° RCP V
Z GI 17 GI 14 18" RCP t00LF 1.159 42.07 40.92 GI 42 GI 41 15" RCP P 218LF 0.62% 41.00 39.65 Revisions
No~ooro 5/26/05 By CDH
a ~ GI 14 GI 18 30" RCP 363LF 0.15% 40.92 40.37 GI 41 GI 43 36" RCP P 183LF 0.07% 38.38 38.25 No _ o,c, e>
~ GI 18 YI 19 6-10" DIP 104LF 0.90% 40.37 39.44 GI 43 GI 44 36° RCP P 124LF 0.07% 38.25 38.16 ~ "°-DoOe ey-
0 No~Oate Bye
~ YI 20 YI 19 15" RCP 141 LF 0.40% 40.00 39.44 GI 45 GI 46 15" RCP P 73LF 0.69 40.50 40.00 No_oaee sr
i P 1111E 0.83% 40.00 39.08 GR~HIC SCl~L'' No-o=~a Br-
o YI 19 CI 21 30" RCP 50LF 0.21% 39.44 39.33 GI 46 GI 47 15" RCP N No_om~ ey_
~ CI 27 CI 22 30" RCP 272LF 0.237 39.33 38.84 GI 48 GI 47 15" RCP 0 P 75LF 1.89°l0 40.50 39.08 °0 0 ~b °D t0D 900 Issue Date: Fem. 20. 2004
P 104LF 0.40% ~:.;_C 35.!~~i
YI 23 CI 22 15" RCP 31LF 2.94 41.00 40.09 GI 49 GI 47 15' RCP ~ IN ~,1,~ Volume
o CI 22 CI 24 36" RCP 122LF 0.10% 38.84 38.72 GI 47 GI 50 24" RCP P 10DLF 0.24 39.08 38.84 1 iaoh ~ 6o n. I
YI 25 CI 26 15" RCP 39LF 0.40% 41.00 40.84 GI 50 GI 44 30" RCP P 178LF 0.38% 38.84 38.17
CI 26 CI 24 18" RCP 205LF 0.30 40.84 40.23 GI 44 GI 51 12-10" DIP ~ 90LF 0.21% 38.76 37.97 Project Numbaz
x
~ CI 24 CI 27 36" RCP 2291E 0.18 38.72 38.31 GI 51 HW 52 36" RCP P 71 LF 0.25 37.97 37.80 IV V I~~
a FES 53 FES 54 24" RCP P 100LF 0.50 40.20 39.70
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ENTRANCE USE CLASS B RIPRAP . C.C.4 ~ ,i~ ~ RIPRAP VELOCITY i / - /
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INV. 39.7 i C.C.4 ~ ' $ TEMPORARY ~ - 4 ,t~ \ USE CLASS 1 RIPRAP EMOVE BROOMSEDGE(ANDROPOGON VIRGINICUS 1 RIP - ) RAP / s . s ,
CULVERT ~ ~ / ~ ~ ,r . ~ ROCKDAM #1 / COONTAIL CERATOPHYLLUM DW ERSUM 4 •.v~~ ( Q ) ~o ti~
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2 HEADWALL 30 . ~ # ~ ~ / / TOW 43.0 r / MANAGEMENT POND #1 PICKERELWEED{PONTEDERIA CORDATA) ~~N ~o _ tW ~o
C.G 3B TOW 37.49 C.B.3D SEE NOTES THIS SHEET ~ POND WEED(POTAMOGE?ON PECTINATUS) y:,~ _:v, i; ~ ~,Y'ti0 ~V;•v
i ~ i` t 0/ /i _ TEMPORARY ~ J RICE CUTGRASS{LEERSIA ORYZOIDES) ~ ..~'d ~ ~ ~ ~ 0 P r
r ' SILT FENCE (TYP,) ~l / SEDGES{CARER 5PP.) ~cti ~ „ , SMARTWEED(POLYGONNUM SPp.)
_ ~ C.C•4 ,i TEMPORARY INLET ~ 0 / ~ SWiTCHGRASS(PANICUM VERGATUM)
j ii ~ ~l FES 53 ~ ~ .i PROTECTION (TYP.) ; ' / WILD CELERY(VALISNERIA AMERICANA) , r ~
~ / / , / INV. 40.2 ~S ~ 4 i r~::~: r ~ l WILD RICE ZIZANIA AQUATICA r 1 , ( )
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448H MATCHLINE SHEET C.B.3B YI #28 ~Yi #zs Q g
THROAT 0 THROAT 43.0 U
J~ -J
STORM DRAINAGE TABLE
W W
UPPER LOWER PIPE PIPE PIPE PIPE UPPER LOWER UPPER LOWER PIPE P!°~ STRUCTURE STRUCTURE SIZE MATERIAL LENGTH SLOPE INVERT INVERT STRUCTURE STRUCTURE SIZE MATERIAL L vii GI 1 GI 2 15" RCP t 46LF 1.16 42.00 40.31 YI 28 CI 29 15° RCP PIPE PIPE UPPER LOWER LEGEND V W D
DIAL LENGTH SLOPE INVERT INVERT EXISTING DESCRIPTION NEw ~ W
~ 39LF 0.40 41.00 40.84 TEMPORARY BENCH MARK
o GI 3 GI 4 15" RCP 83LF 0.409 41.50 41.17 CI 29 CI 27 18° RCP 205LF 0.50.'& 40.84 39.82 QO B-1 BORING LOCATION T ~ ~
o GI 4 GI 5 18" RCP 156LF 0.30% 41.17 40.70 CI 27 CI 10 36" RCP ~ 75LF 0.29% 38.31 38.09 PROPERTY LINE - DOC State No.
~ GI 5 GI 2 24" RCP 194LF 0.20% 40.70 40.31 CI 10 HW 30 36" RCP a 0 91 LF 0.66% 38.09 37.49 - - PROPERTY LINE -OTHER
3 G~ 2 YI 6 6-10" OIP 103LF 0.30% 40.31 40.00 GI 31 GI 32 15" RAP 213LF 0.30% 41.50 40.86 - - - - WEl'LANDS R~ ~
~ YI 6 CI 7 24" RCP 53LF 0.36% 40.00 39.81 GI 32 GI 33 15" RCP ~ CI 7 CI 8 24" RCP 175LF 0.46 39.81 39.01 Gt 33 GI 34 15" RCP 166LF 0.30% 40.86 40.36 - - t00YR. FLOODPIAIN p;; 498
99LF 0.36 40.36 40.01 1' CONTOUR DO(. JOB i ~ 1881
0
o CI 8 YI 9 30" RCP 92LF 0.18% 39.01 38.84 GI 35 GI 34 15" RCP 218LF 0.45% 41.00 40.02 - - - - - 5' CONTOUR
STORM DRAIN LINE Deatgner 152LF 0.368 40.01 39.46 C~
W YI 9 CI 10 30" RCP 92LF 0.1 S~ 38:84 38.68 GI 34 GI 36 18" RCP c~
o GI 11 GI 12 15" RCP 111 LF 0.40% 42.00 41.56 GI 36 GI 37 24" RCP GI 12 GI 13 15" RCP 103LF 0.407 41.56 41.14 GI 37 GI 38 24" P,^p 1 ~ 280LF 0.14% 39.46 39.07 STORM DRAIN INLET i Drawn By
STORM DRAIN HEADWALL ~ ~w
0 152LF 0.23% 39.07 38.72 Cheesed ey
c~ GI 13 GI 14 18" RCP 74Lf 0.307e 41.14 40.92 GI 39 GI 38 15" RCP "4' GI 15 MH 16 15" RCP 119LF 0.40% 43.00 42.52 GI 38 GI 40 30° RCP 1 CDH ~ 218LF 1.04% 41.00 38.73 Date Drawn
~ 167LF 0.12% 38.72 38.52 ~ ~
m ~ MH 76 GI 17 18" RCP 131LF 0.35% 42.52 42.07 GI 40 GI 41 30" RCP 1 100LF 0.14°J, 38.52 38.38 Drawing Flle Name
C-B-2 LAYOUTDWQ
z GI 17 GI 14 18" RCP t00LF 1.15% 42.07 40.92 GI 42 GI 41 15" RCP g 218LF 0.62 41.00 39.65 Revisions
a GI 14 GI 18 30" RCP 363LF 0.157< 40.92 40.37 GI 47 GI 43 36" RCP 1 ' 183LF 0.07% 38.38 38.25 N,~o,e, 5/26/05 By CDH
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GI 18 YI 19 6-10" DIP 104LF 0.90% 40.37 39.44 GI 43 GI 44 36" RCP 1 ' 124LF 0.07% 38.25 38.16 No _ ooze er _
No ~ Date By
~ YI 20 YI 19 15° RCP 141LF 0.40% 40.00 39.44 GI 45 GI 46 15" RCP m ' 73LF 0.69.°6 40.50 40.00 N, _ oo~, BY
N YI 19 CI 21 30" RCP 50LF 0.21 % 39.44 39.33 GI 46 GI 47 15" RCP 1 ~ t ~ ~F o.83~ ao.oo as.o8 GRAPHIC SCALE No ~ Dole aY
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CI 21 CI 22 30" RCP 212LF 0.23% 39.33 38.84 GI 48 GI 47 15" RCP 0 ' 75LF 1.89% 40.50 39.08 °D ° " 0° f0D II00 lasue Dates Imo. 20.2004
YI 23 Cl 22 15" RCP 31 LF 2.94% 41.00 40.09 GI 49 GI 47 15° RCP t 1041E 0.40% 39.50 39.08
o CI 22 CI 24 36° RCP 122LF 0.10% 38.84 38J2 GI 47 GI 50 24° RCP t ' t ~DLF 0.24% 39.08 38.84 (IN r'te') Volume ~~-~o I
`2 YI 25 CI 26 15" RCP 39LF 0.40% 41.00 40.84 GI 50 GI 44 30° RCP 1 ' 178LF 0.38% 38.84 38.17
~ CI 26 CI 24 18" RCP 205LF 0.30 40.84 40.23 GI 44 GI 51 12-10" DIP x 90LF 0.21 % 38.16 37.97 ProJact Number
~ CI 24 G 27 36" RCP 229LF 0.78% 38.72 38.31 GI 51 HW 52 36" RCP x ' 71 LF 0.25 37.97 37.80 05-16~-'~
a FES 53 FES 54 24" RCP 1 ' 100LF 0.509 40.20 39.70
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m THROA 1. , UTES. ~ , ' ~ ~ Drawin File Narne i g
~ EXISTING D CRIPTION NEW i ' ~ C-8-2 LAYQUTDWQ
~ 1. FOR DETAILED DRAINAGE OF OUTDOOR z TEMPORA Y BENCH MARK , 40
~ ;EXERCISE AREAS SEE SHEET C.B.3C / ! -40 n. 0 E{P ' •40 ~ e s ons 38 i No Dote 5/26 05 B CDH i ~ Y
TA N C.B.3A ~ ; ; ~ ~ ~ 2. SEE STORM DRAINAGE BLE 0 ~ ; , No Oate 8 r;yi: ` Y
FOR ALL STORM DRAINAGE INFORMATION.. OB 1 BORING LOCATION ~ / 38 No Oata By
i ~ 40 Q 3. ROOF DRAIN AND DOWNSPOUT PIPING SHALL PROPE LINE - DOC ~ i 40 i / ~ ~ 4 No Qoto By
o ~ BE PVC OR SMOOTH BORE CORRUGATED 0 RlPRAP VEL ' , No Date By
i - - PROP TY LINE -OTHER o ~ HOPE WITH SIZES INDICATED -FROM 4 i` pISSIPATOR PAp ~ No oats By
N ROOF DRAIN DOWNSPOUT TO STORM DRAIN - WETLANDS ' ~ ~ ' ~ o 30'wx22'1~30"TH ~.v,Q,: 4; No Oote By
~ 7 R OR PIPING. , o .,INLET STRUC U E _ _ _ IN ~ 100YR. FLOODPLA i , , u~5c CU,~~ 1 RiPRAP ~ issue Date: APR. 23.2
E z 4 ~S E DETAIL 1 ON C.C.3B FOR DOWNSPOUT ~ t ,t . ~ - - . 2 ; ` HEADWALL 52 ~
. 1 CONTOUR CONNECTION DETAIL. . ~ . ' 7W42.5 n Volume
~ ~ ' 5' CONTOUR ~ , o ~ r C.f V C.C.36 IV .37.80
~ - ~ ~ ; , " / I GRAPHIC SCALE
Q STORM DRAIN LINE , . r'. , ~ ~ t - ~
STORM DRAIN INLET ¦ ! % i ~ ~ ~ ~ e~ Project Number
2 , ~ ~ STORM DRAIN HEADWALL ~ ~ % - ' 100YR. FLOODPLAIN 1 pPIAfN
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35 FOREBAY MAIN POND ?ND 35

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Z NOTES: Z
Z 1. REMOVE P.000MULATED SEDIMENTS AT COMPLETION
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a U
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2. PLANT ALL PERIMETERS OF PONDS WITH NATIVE r N
AQUATIC VEGETATION AND MARSH PLANTS (FROM
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w POND WEED (POTAMOGETON PECTINATUS) Checked By
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SEDGES (CAREX SPP.) Date Drawn
MAY 23, 20Q5
M SMARTWEED {POLYGONNUM SPP.) m Drawing E-ile Name
~ SWITCHGRASS (PANICUM VERGATUM)
z WILD CELERY (VAUSNERIA AMERICANA) Revisions
No Date 6y
a WILD RICE (ZIZANIA AQUATICA) No Dote 8y
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