20020055 Ver 1_COMPLETE FILE_20020114

OtOF W ATFRQG Michael F. Easley
Governor
co 7 William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
February 13. 2002
Robert Baysden, PE
Robinson and Sawyer, Inc.
707 East Avenue
Gastonia, NC 28054
Subject: Gastonia Boys and Girls Club
DWQ Project No. 020055
Gaston County
Dear Mr. Baysden:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
Temporary Water Quality Pool
The temporary water quality pool volume in the dry basin is sized to detain the runoff volume from one inch of rain
and release it over 48 to 120 hours. Or capture the runoff frorn a 1 year 24 storm and release it over 48 hours.
Please revise the plans and provide the calculations to accommodate this requirement.
2. Vegetated Side Slopes of Swales and Basin
The basin side slopes of the dry basin as well as the swales must be no steeper than 3:1 (horizontal to vertical).
3. Operation and Maintenance Agreement
An operation and maintenance agreement is required. The operation and maintenance agreement must also be
signed by the responsible party and notarized. An example agreement for an extended detention wet pond that can
be modified to accommodate your design is available on line at http:Hh2o.enr.state.nc.us/ncwetlands/oandm.doc.
4. Vegetated Side Slopes of Swales and Basin
Please complete the enclosed worksheet (also available on line at the address below) for the dry detention basin.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of receipt of the
requested information. If you have any questions or would like to discuss this project, please contact me at (919) 733-
9584. Also, please note that the NCDENR Stormwater Best Management Practices Manual, April 1999, and other
documents and information can be downloaded from the Wetlands Unit web site at
http://h2o.ehnr.state.nc.us/ncwetlands/.
Sincerely,
Todd St. John, PE
Environmental Engineer
Attachments
cc: Mooresville Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd , Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http //h2o.enr.state nc.us'ncwetlands/
RO ROBINSON &
S SAWYER, INC.
CONSULTING ENGINEERS & LAND SURVEYORS EST. 1962
707 EAST SECOND AVE. * GASTONIA, NORTH CAROLINA 28054 * PHONE: [phone] * FAX: [phone]
LETTER OF TRANSMITTAL
To: NCDENR/DWQ
Wetlands Unit
1650 Mail Service Center Job No.
Raleigh, N.C. 27699-1650
Attn: Todd St. John
97094.05
RE: West Gastonia Boys & Girls Club
WE ARE SENDING YOU
X Blue Prints
Mylar
Sepia
Date: 02/08/02
Attached
Invoice
Change Order
Computer Disk
Under separate cover via
Surveyor's Report
Copy of Letter
Plans
x the following items.
Specifications
Bid Documents
Other X

Quantity
Original
Date Latest
Revision
Date
File/
DWG No.
Description
1 SET Drainage ca1c.
1 site reap

THESE ARE TRANSMITTED as checked below
As Requested For Review and Comment Return corrected prints
For your use Returned for Corrections Resubmit copies for Approva
For Approval Approved as Submitted Approved as noted
Submit copies for distribution Other:
REMARKS:
Copy to: file Prints Only Signed: Robert Baysden/sj
i
J
I- r r- D I ,e
DRAINAGE CALCULATIONS
FOR
WEST GASTONIA BOYS & GIRLS CLUB
S. BOYD STREET
Gastonia, North Carolina
October 10, 2001
OWNER:
West Gastonia Boys & Girls Club
310 S. Boyd Street
Gastonia, NC 28052
LOCAL CONTACT:
West Gastonia Boys & Girls Club
310 S. Boyd Street
Gastonia, NC 28052
[phone]
ENGINEER:
Robinson & Sawyer, Inc.
707 East Second Avenue
Gastonia, North Carolina 28054
[phone]
DONALD D. SMITH, PE
PRESIDENT
ROBERT M. BAYSDEN, PE
PROJECT MANAGER
Gp,RO . v
`???es 19• o ?Si
r ..
255 6 ? = Z?v
I
vnR••..N.•
T
„1

i
DATE: February 7, 2002
PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094.05
STORMWATER IMPOUNDMENT DESIGN FOR BASIN #1
THE PROPOSED IMPROVEMENTS TO THE SITE DID INCREASE THE IMPERVIOUS AREA
BY MORE THAN 50%, ALL IMPERVIOUS AREA ON-SITE IS CONTAINED IN THE
DRAINAGE AREA CONTROLLED BY DETENTION BASIN #1.
DETENTION IS DESIGNED FOR THE ENTIRE DRAINAGE AREA ENTERING THE BASIN.
THE STORMWATER DETENTION BASIN WAS DESIGNED BY RESTRICTING THE POST-
CONSTRUCTION 10yr FLOW BY THE 2yr PRE-CONSTRUCTION FLOW FOR THE ENTIRE
POST-CONSTRUCTION DRAINAGE AREA.
PRE-DEVELOPMENT DRAINAGE AREAS AND FLOW
ONSITE: 3.997 ACRES WOODED (C=.25)
OFFSITE: 0.395 ACRES WOODED (C=.25)
TOTAL: 4.392 ACRES Cavg= .25
PRE-DEVELOPMENT FLOW.
Qpre (2 YEAR)= (.25)(5.18)(4.392 ACRES) => Qpre= 5.69 cfs
POST-DEVELOPMENT DRAINAGE AREAS AND FLOW
OFFSITE: 0.260 ACRES IMPERVIOUS (C=.95)
0.130 ACRES LAWN (C=.31)
ONSITE: 2.990 ACRES LAWN (C=.31)
0.390 ACRES BUILDING (C=.95)
0.830 ACRES IMPERVIOUS (C=.95)
TOTAL: 4.60 ACRES Cavg= 0.52
POST-DEVELOPMENT FLOW:
Qpost (10 YEAR) = (.52)(7)(4.60 ACRES) => Qpost = 16.59 cfs
STORAGE
STORAGE REQUIRED: 5,597 FT^3 Ac-Ft
STORAGE PROVIDED: 8,728 FT^3 Ac-Ft (PRIOR TO STORMWATER BMP)
STORAGE PROVIDED WITH IMPLEMENTATION OF A STONE FILTER IS 6940 FT^3

PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094.05
STORMWATER IMPOUNDMENT DESIGN (CONT'D)
BASIN ELEVATIONS
BOTTOM = 767.00 (AT BASIN OUTLET)
BERM = 773.00
SPILLWAY = 771.00 (Open Throat Catch Basin)
EMERGENCEY SPILLWAY = 772.00
ORIFICE DESIGN (STRUCT.#4 IN DETENTION BASIN #1)
--TRY A 10" ORIFICE:
Qpre = (Cd)(A)[(2)(32.2)(H)]^.5
A= 0.624 => Fl(d^2)/4
d=0.892'= 10.7"
THEREFORE SAY ORIFICE DIAMETER = 10.5"

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
February 13, 2002
Robert Baysden, PE
Robinson and Sawyer, Inc.
707 East Avenue
Gastonia, NC 28054
Subject:
Gastonia Boys and Girls Club
DWQ Project No. 020055
Gaston County.
Dear Mr. Baysden:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
1. Temporary Water Quality Pool
The temporary water quality pool volume in the dry basin is sized to detain the runoff volume from one inch of rain
and release it over 48 to 120 hours. Or capture the runoff from a 1 year 24 storm and release it over 48 hours.
Please revise the plans and provide the calculations to accommodate this requirement.
2. Vegetated Side Slopes of Swales and Basin
. The basin side slopes of the dry basin as well as the swales must be no steeper than 3:1 (horizontal to vertical).
3. Operation and Maintenance Agreement
An operation and maintenance agreement is required. The operation and maintenance agreement must also be
signed by the responsible party and notarized. An example agreement for an extended detention wet pond that can
be modified to accommodate. your design is available on line at http://h2o.enr.state.nc.us/ncwetlands/oandm.doc.
4.. Vegetated Side Slopes of Swales and Basin ,
Please complete the enclosed worksheet (also available on line at the address below). for the dry detention basin.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of receipt of the
requested information. If you have any questions or would like to discuss this project, please contact me at (919) 733-
9584. Also, please note that the NCDENR Storm water Best Management Practices Manual, April 1999, and other
documents and information can be downloaded from the Wetlands Unit web site at
http://h2o.ehnr.state.nc.us/ncwetlands/.
Sincefely,
1
Todd St. John, PE
Environmental Engineer
Attachments
cc: Mooresville Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Project No. DW
(to be provided by DWQ)
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a dry detention basin worksheet for each basin, design
calculations, plans and specifications showing all basin and outlet structure details, 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.
PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person:
Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
Drainage Area:_acres Percent Impervious Area: %
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, November 1995) 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 a requirement has not been met, attach an explanation of why.
Applicants Initials
Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1. .
A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
Vegetation plan prepared by a licensed professional is specified.
Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% T3S removal efficiency is provided.
Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If usedas•A temporary basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
- Mow-grass at least twice annually
- Remove trash and debris upon accumulation and at least twice annually
- Inspect for proper operation at least twice annually including:
- outlet clogging or too rapid a.release
- erosion on banks
- erosion at inlet and outlet
- sediment accumulation/removal
- condition of emergency spillway
- woody vegetation in the embankment
A responsible party is designated in the O&M plan.
FORM SWU109 04/98. Page 1 of 1
tj ROBINSON &
SAWYER, 1 N C.
CONSULTING ENGINEERS & LAND SURVEYORS EST. 1962
707 EAST SECOND AVE. * GASTONIA, NORTH CAROLINA 28054 * PHONE: [phone] * FAX: [phone]
LETTER OF TRANSMITTAL
To: NCDENR/DWQ Date:
Wetlands Unit
1650 Mail Service Center Job No.
Raleigh, N.C. 27699-1650
Attn: Todd St. John
For Review and Comment
RE: West Gastonia Boys & Girls Club
WE ARE SENDING YOU: Attached Under separate cover via X the following items:
x Blue Prints Invoice Surveyor's Report Specifications
Mylar Change Order Copy of Letter Bid Documents
Sepia Computer Disk Plans Other X

Quantity
Original
Date Latest
Revision
Date
File/
DWG No.
Description
1 SET Drainage calc.
1 site ma

THESE ARE TRANSMITTED as checked below:
As Requested
For your use
For Approval
Submit copies for distribution
REMARKS:
Returned for Corrections
Approved as Submitted
Other:
02/08/02
97094.05
Return corrected prints
Resubmit copies forApprova,
Approved as noted
Copy to: file Prints Only Signed: Robert BaySden/Sj

RE
DRAINAGE CALCULATIONS
FOR
WEST GASTONIA BOYS & GIRLS CLUB
S. BOYD STREET
Gastonia, North Carolina
October 10, 2001
OWNER:
West Gastonia Boys & Girls Club
310`S. Boyd Street
Gastonia, NC 28052
LOCAL CONTACT:
West Gastonia Boys & Girls Club
3101S. Boyd Street
Gastonia, NC 28052
[phone]
ENGINEER:
Robinson & Sawyer, Inc.
707 East Second Avenue
Gastonia, North Carolina 28054
[phone]
DONALD D. SMITH, PE
PRESIDENT
ROBERT M. BAYSDEN, PE
PROJECT MANAGER
SCI
?r
V
AA I
255 ? ? Z f D
RrM ??``l?
u
DATE: February 7, 2002
PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094.05
STORMWATER IMPOUNDMENT DESIGN FOR BASIN #1
THE PROPOSED IMPROVEMENTS TO THE SITE DID INCREASE THE IMPERVIOUS AREA
BY MORE THAN 50%, ALL IMPERVIOUS AREA ON-SITE IS CONTAINED IN THE
DRAINAGE AREA CONTROLLED BY DETENTION BASIN #1.
DETENTION IS DESIGNED FOR THE ENTIRE DRAINAGE AREA ENTERING THE BASIN.
THE STORMWATER DETENTION BASIN WAS DESIGNED BY RESTRICTING THE POST-
CONSTRUCTION 10yr FLOW BY THE 2yr PRE-CONSTRUCTION FLOW FOR THE ENTIRE
POST-CONSTRUCTION DRAINAGE AREA.
PRE-DEVELOPMENT DRAINAGE AREAS AND FLOW
ONSITE. 3.997 ACRES WOODED (C=.25)
OFFSITE: 0.395 ACRES WOODED (C=.25)
TOTAL: 4.392 ACRES Cavg= .25
PRE-DEVELOPMENT FLOW.•
Qpre (2 YEAR)= (.25)(5.18)(4.392 ACRES) => Qpre= 5.69 cfs
POST-DEVELOPMENT DRAINAGE AREAS AND FLOW
OFFSITE. 0.260 ACRES IMPERVIOUS (C=.95)
0.130 ACRES LAWN (C=.31)
ONSITE. 2.990 ACRES LAWN (C=.31)
0.390 ACRES BUILDING (C=.95)
0.830 ACRES IMPERVIOUS (C=.95)
TOTAL: 4.60 ACRES Cavg= 0.52
POST-DEVELOPMENT FLOW:
Qpost (10 YEAR) = (.52)(7)(4.60 ACRES) => Qpost = 16.59 cfs
STORAGE
STORAGE REQUIRED: 5,597 FT^3 Ac-Ft
STORAGE PROVIDED: 8,728 FT^3 Ac-Ft (PRIOR TO STORMWATER BMP)
STORAGE PROVIDED WITH IMPLEMENTATION OF A STONE FILTER IS 6940 FT^3
tf
PROJECT: BOYS AND GIRLS CLUB
PROJECT` NO: 97094.05
STORMWATERIMPOUNDMENT DESIGN (CONT'D)
BASIN ELEVATIONS
BOTTOM = 767.00 (AT BASIN OUTLET)
BERM = 773.00
SPILLWAY = 771.00 (Open Throat Catch Basin)
EMERGENCEY SPILLWAY = 772.00
ORIFICE=DESIGN (STRUCT.#4 IN DETENTION BASIN #1)
-TRY A 1011 ORIFICE:
EQUATION: Qpre = (Cd)(A)[(2)(32.2)(H))^.5
Qpre = 5.69 cfs
H = 3.58'
Cd = .6
• A= 0.624 => II(d^2)/4
• d=0.892'= 10.7"
0 THEREFORE SAY ORIFICE DIAMETER =10.5"
s ?r
Quick TR-55 Ver.5.47 SIN:
Executed: 15:58:58 10-05-2001
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
First peak outflow point assumed to occur at Tc hydrograph recession leg.
WEST GASTONIA BOYS AND GIRLS CLUB
10/05/01
GASTONIA, NORTH CAROLINA
* RETURN.FREQUENCY: 10 yr Allowable Outflow: 5.69 cfs
* 'C' Adjustment: 1.000 Required Storage: 5,597 cu.ft.
*--- -----------------------------------------------------*
* Peak Inflow: 10.45 cfs Inflow HYD stored: NONE STORED
Td = 19 minutes Return Freq: 10 yr
/------- Approx. Durat ion for Max. Storage ------/ C adj.factor: 1.00
Tc= 5.00 minutes
I = 7.000 in/hr Area (ac): 4.60
Q = 16.59 cfs Weighted C: 0.52
?. Adjusted C: 0.52
F
L Required Storage
0 -- 5,597 cu.ft. Td= 19 minutes
W ( I = 4.410 in/hr
x x x x x x xJx x x x x x x x x x x Q= 10.45 cfs
c
f x x
s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q= 5.69 cfs
x o 1. Ix (Allow.Outflow)
0 1
I - x 0 ( NOT TO SCALE x
o
'0 1 x
-
--------------------- -- --------------------------
8.28 minutes ---------
--- I--
21.28 minutes
A '(
Quick TR-55 Ver.5.47 SIN:
Executed: 15:5.8:58 10-05-2001
WEST GASTONIA BOYS AND GIRLS CLUB
10/05/01
GASTONIA, NORTH CAROLINA
**** Modified Rational Hydrograph *****
Weighted C = 0.516 Area= 4.596 acres Tc = 5.00 minutes
Adjusted C = 0.516 Td= 19.00 min. I= 4.41 in/hr Qp= 10.45 cfs
RETURN FREQUENCY: 10 year storm Adj.factor = 1.00
.Output file: NONE STORED
HYDROGRAPH FOR MAXIMUM STORAGE
For the 10 Year Storm
Time Time increment = 0.017 Hours
Hours,
--
-
- Time on left represents time for first Q in each row.
-
----
-I
0.00.0 ----------
0.00 -------
2.09 ------------
4.18 ---------
6.27 --------
8.36 ---------------
10.45 10.45
0:.117 10.45 10.45 10.45 10.45 10.45 10.45 10.45
0.233 ( 10.45 10.45 10.45 10.45 10.45 10.45 8.36
0.350 6.27 4.18 2.09 0.00

Quick TR-55 Uer.5.47 SIN:
Executed 15:58:58 10-05-2001
WEST GASTONIA BOYS AND GIRLS CLUB
10/05/01
GASTONIA, NORTH CAROLINA
* * * *<* SUMMARY OF RATIONAL METHOD PEAK DISCHARGES
Q = adj * C * I * A
Where: Q=cf,s, C=Weighted Runoff Coefficient, I=in/hour, A=acres
adj.= !C' adjustment factor for each return frequency
RETURN FREQUENCY = 10 years
'C' adjustment, k = 1
Adj. 'C' = Wtd.'C' x 1
Subarea Runoff, Area Tc Wtd. Adj. I Total Peak Q
Descr. 'C' acres (min) 'C' 'C' in/hr acres (cfs)
-------------------------- -------------- ----------------------- --------
LAWN 0 .31,1.0 2.99
PAVED 0.-950 0.83 BUILDING 0::950` 0.39
LAWN 0.310 0.13
PANED 0.950 0.26
--------------- -------------- ----------------------- --------
5.00 0.516 ?? 0.516 7.000 4.60 16.59
r r
Quick TR-55 Ver.5.47 SIN:
Executed: 15:58:58 10-05-2001
* *
* MODIFIED RATIONAL METHOD
* ---- Grand Summary For All Storm Frequencies ----
* *
*
First peak outflow point assumed to occur at Tc hydrograph recession leg.
WES'T' GASTONIA BOYS AND GIRLS CLUB
10/05/01
GASTONIA, NORTH CAROLINA
Area 4.60 acres Tc = 5.00 minutes
VOLUMES
Frequency Adjusted Duration Intens. Qpeak Allowable Inflow Storage
(years) ''C'' minutes in/hr cfs cfs (cu.ft.) (cu.ft.)
---------------------------------
10 0.516 19 4.410 10.45 5.69 11,912 5,597

Quick TR-55 Ver.5.47 SIN:
Executed: 15:58:58 10-05-2001
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency ----
First peak outflow point assumed to occur at Tc hydrograph recession leg.
UA.JTVNIA riVYS AALJ UIXbJ uljut9
10/05/01
GASTONIA, NORTH CAROLINA
RETURN FREQUENCY:
--------------- 10>yr -C' Adjustment =
------------------------- 1.000 Allowable Q =
------------------------ 5.69 cfs
--------
Hydrograph f'1e: NONE STORED Tc = 5.00 minutes
VOLUMES
Weighted.- Adjusted Duration Intens. Areas Qpeak Inflow Storage
'C'
--
- 'C'
- minutes in/hr acres cfs (cu.ft.) (cu.ft.)
------
0.516 ------
----
0.516 ----------
5 --------
7.000 -------
4.60 ----------
16.59 -------------
4,976 --------
3,269
0.516 0.516 10 5.600 4.60 13.27 7,961 4,620
0.516 0.516 15 4.850 4.60 11.49 10,342 5,351
********* *r************************ ***************** ****** Storage Maximum
0.516 0.516 19 4.410 4.60 10.45 11,912 5,597

0.516 - 0.516 20 4.300 4.60 10.19 12,226 5,582
0.51.6 0.516 30 3.500 4.60 8.29 14,927 4,978
0. 516 0.51,6` 40 2.920 4.60 6.92 16,605 3,358
0.516 0.516 50 2.550 4.60 6.04 18,126 1,567
r. Y
1;0%9/01
PROJECT:Boys GirI&Club
PROJECT NO: 97094.05

Struct #11 (DOUBLE,CATCKBASIN) TG=803.39
INV.OUT=798.40 IMPERVIOUS AREA INCLUDES MAIN BUILDING AT TOP OF STORM
DRAINAGE RUN FOR
CALCULATIONS CONSERVATIVE PIPE SIZING.
Q
ONSITE 0:204 Abld =
OFFSITE Alawn=
0.89

Q10= 5.42 cfs Area building=.389 acres. At C of .95
10-Yr flow = 2.59cfs.
Struct1#10 - Struct}#11
Diameter= " 12"
Len th- 60,
Sloe= 14:00%
T e=" HDPE'
Q=Q(struct.#11) => 5.42 cfs
Struct!#12'(NYLOPL?ASTIWLINE?DRAIN)'TG=794`.50
INV:IN=791:50'(ROOF LEADER)
INV:OUT=799 :00
Q'CALCULATIONS
ONSITE Alawn= 0.93
Q10 2.61 cfs
Struct #10 = Struet.#12'
Diameter=! 12"
Len tli= "38'
Slope= 2:00%
T. a=` `HDPE
Alawn= 0 Aave= 0.389
0:087 A ave= 0.193 Abld = 0
Aim :envious 0:786
Apervious 0:087
Atotal 0:873 Cavg=
0.011 A ave= 0 Abld = 0.389
Aim envious 0: 389
Apenvious 0.011
Atotal " 0:4 Cavg=
Q=.Q(struct.#12)=> 2.61 cfs
M f
1.0/9/01
PROJECT:BoysGirls Club
PROJECT NO:- 97094.05
Struct'.#10VUNCTI0N BOX) - RIM=793.80
INV IN(1'r1)=790:00
INV.IN(j2)=790:24
INV.OUT=789:50
Q CALCULATIONS
SINCE,THE ENTIRE,, MAIN; BUILDING IMPERVIOUS AREA (.389*7*.95=2.59cfs) WAS INCLUDED
KBOTH'RUNS ENTERINGTHIS STRUCTURE, THE FLOW EXITING EQUALS:
Q=Q(struct#10-struct#.1-1)+(struct#10-struct#12)-Building => 5.44 cfs
Struct:#9'-'Struct:#10 `"
Type= %MDPE
struct#1`1)+(struct#10-struct#12)-Building => 5.44 cfs
Struct:#9'(JUNCT.ION°SBOX = NYLOPLAST 15" DRAIWBASIN) -? RIM=787.00
INV..IN(ROOF"LEADER)=784.00
INV.IN.(•10)=783:58 '
INV OUT=783.08 -
ROOF`AREA ALREADY ACCOUNTED FOR IN UPSTREAM RUNS.
Struct:#8 - Struct:#9 '
Diameter- 15" `
Length 1.08'
S16 0e;= 200%
T° p& HDPE
Q=Q(struct.#8-struct.#9)=> 5.44 cfs
Struct:#8 ?(FUARED.` END :'SECTION)
INVERT=782:00
Diameter= 15"
Ler
th
= 140'
Sib e= 4`23%
uct#10-
Q(str
Q=
/I T
1019/01
PROJECT:Boys Girls Club
PROJECT NO: 97094:05
Struct.#7 (DOUBLE CATCH BASIN) - TG=794:00
INVOUT=790:00
Q-CALCULATIONS
ONSITE
OFFSITE
Alawn= 0:079 [A pave= 0.622 Abld = 0
Alawn= 0.047 A ave= 0.068 Abld = 0
Aim` e vious" 0'69
Apenious 0:126`
Atotal7- " 0:81.6 Cavg=
0.85
Q1.0= 4.86 cfs
Str6ct'#6 -'$truct'.#7'
Diameter=` ` 15""
Length= 1`39'
Sio a=' 2:00W
T & HDPE"
Q=Q(struct#7j)=> 4.86 cfs
Struct'#6'(JUNCTI0Ns.B0X' NYLOPLAST 18"'DRAIN'BASIN) - TG=796.50
INV:IN=791.50 (ROOF DRAIN COLLECTION SYSTEM)
INV.IN(T)=787:22
INV OUT=786.88
Q CALCULATIONS
FLOW ENTERING-THIS STRUCTURE INCLUDES A ROOF DRAIN COLLECTION
SYSTEM FLOWING'INIAN 8"'PIPE. FOR CONSERVATIVE DESIGN, FLOW IS
CALCULATED 'FOR ENTIRE ROOF AREA (2.59cfs) TO BE ADDED TO FLOW FROM
STRUCT.#6 - STRUCT:#7 (4.86cfs).
Str,:uct;#5`- Struct'#6
Diameter= 15"
Len th=` 72'
Slo 'e= 4:0:0%'
T....e= HDPE'
Q=Q(struct #6-#7)+Q(roof drains)=> 7.45 cfs
r i
10/9/01
PROJECT:Boy',Girls Club
PROJECT NO 97094.05
Struct:#5'(FLAREDLEND?SECTION)
INVERT- 784.00
Struct!#4I(OPEN'THROAT'CATC,H?BASIN)- THROAT=771.00
THISrSTRUCTURE IS THE OUTLET FOR THE EROSION CONTROL/DETENTION BASIN
INV:OUT=767:00
O?CALCULATIONS
SINCE BASIN ISRESTRICTED.BY A;2-YEAR PRE-CONSTRUCTION FLOW, OUTLET OF BASIN
ISIDESIGNED TO CARRY X POST-CONSTRUCTION 10-YR'FLOW.
POST-CONSTRUCTION% FLOW = 16.59cfs
Struct:#3"" Struct:#4'
Diameter=.' ` 24"
Length;= 36'
Slo e= "1'A.0%`
Type= ` HDPE'
Q=Q(POST-CONSTRUCTION)=> 16.59 cfs
Struct:#3'(FLARED>E.N.MSECTION)
INVERT=766:64
Struct!#2?,(MANHOL'E)IRIM#795:35'
INV. IN=779:04<(E.XISTING 30" PIPE)
iNV.OUT=778:50
Struct:#1 -.Struct:#2
Struct:#1 '(FLARED`END'.SECTION)
INVERT=777:00
Diameter=' 30"
Length'= 901'
Slo & 2:27
T e= 'HDPE
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: STRUCT.#1 - STRUCT.#2
Solve For Actual Discharge
Given Input Data:
Diameter.......... 2.50 ft
Slope. . ........ 0.0227 ft/ft
Manning'sn....... 0.013
Depth ............. 2.50 ft
Computed Results:
Dis.charge......... 61.80 cfs
velocity.......... 12.59 fps
Flow Area. ....... 4.91 sf
Critical Depth.... 2.40 ft
Critical Slope.... 0.019 8 ft/ft
Percent Full...... 100.00
Full Capacity..... 61.80 cfs
QMAX Q.94D........ . 66.48 cfs
Froude Number..... ,FULL
Open Channel Flow Module, version 3.41 (c) 1991
Haestad'Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Unifotm flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: STRUCT.,#3 - STRUCT.#4
Solve For Actual Depth
Given Input Data:
Diameter.......... 2.00 ft
Slope ............. 0.010 0 ft/ft
Manning's n....... 0.013
Discharge......... 16.59 cfs
Computed Results:
Depth ............. 1.27 ft
Velocity.......... 7.87 fps
F-low.Area......... 2.11 sf
Critical Depth.... 1.47 ft
Critical Slope.... 0.006 8 ft/ft
Percent Full...... 63.62 %
Full Capacity..... 22.62 cfs
QMAX @.94D........ 24.34 cfs
Froude Number..... 1.32 (flow is Supercritical)
Open Channel' Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment:-STRUCT.#5 - STRUCT.#6
SolveFor Actual Depth
Given Input Data:
Diameter.......... 1.25 ft
Slope .............
11 0.0400 ft/ft
Manning's n....... 0.013
Discharge......... 7.45 cfs
.Computed Results:
Depth.. .......... 0.68 ft
Velocity.......... 10.90 fps
Flow Area......... 0.68 sf
...Critical Depth.... 1.09 ft
Critical Slope.... 0.012 1 ft/ft
Percent Full...... 54.47 %
Full Capacity..... 12.92 cfs
QMAX@.94D........ 13.90 cfs
Froude Number..... 2.59 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haes.tad'Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
0 I
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet' Name: BOYS AND GIRLS CLUB
Comment: STRUCT.#6 - STRUCT.#7
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.25 ft
Slope ............. 0.020 0 ft/ft
Manmi,ngIs n....... 0.013
Dis,charge......... 4.86 cfs
Computed Results;:
Depth ............. 0.65 ft
V.elpc ty.......... 7.56 fps
Flow Area......... 0.64 sf
Critical Depth.... 0.89 ft
Critical Slope.... 0.0.07 6 ft/ft
Percent Full...... 51.88
Ful'l,Capacity ..... 9.14 cfs
QMAX &.94D........ 9.83 cfs
Froude Number..... 1.86 (flow is Supercritical)
Open Channel. Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning.'s Equation
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: STRUCT.#8 - STRUCT.#9
Solve For Actual Depth
Given`Input Data:
Diameter.......... 1.25 ft
Slope... ..... 0.010 0 ft/ft
Mannng's•n....... 0.013
'Discharge......... 5.42 cfs
Computed Results:
Depth. ........... 0.88 ft
Veloci.ty.......... 5.90 fps
Flow Area......... 0.92 sf
Crit-i.cal Depth.... 0.94 ft
Critical Slope.... 0.008 3 ft/ft
Percent.Ful'l...... 70.12
Full Capacity..... 6.46 cfs
AMAX ?.94D........ 6.95 cfs
Froude Number..... 1.16 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Hae,stad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment : -STRUCT 49 - STRUCT A1 0
Solve For Actual Depth
Given Input Dat'a':
Diame.ter.......... 1.25 ft
Slope ............. 0.0423 ft/ft
Manning"s n....... 0.013
Discharge......... 5.42 cfs
Computed `Resul'ts :
Depth. ........... 0.56 ft
Velocity.......... 10.28 fps
F,-'low Area. ....... 0.53 sf
Critical Depth.... 0.94 ft
Critical Slope.... 0.0083 ft/ft
Percent-Full...... 44.47
Full Capacity..... 13.29 cfs
QMAX @.94'D........ 14.29 cfs
F-roude Number..... 2.78 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysi s & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: STRUCT.#10.- STRUCT.#11
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.00 ft
S'lope'. .......... 0.140 0 ft/ft
Manning's n....... 0.013
Discharge......... 5.42 cfs
Computed Results:
Depth. .......... 0.44 ft
Velocity.......... 16.10 fps
Flow°Area......... 0.34 sf
C'rit'ical Depth.... 0.94 ft
Critical Slope.... 0.020 .0 ft/ft
Percent Full...... 44.39
Full Capacity..... 13.33 cfs
QMAX @.94D......... 14.34 cfs
Froude Number..... 4.87 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
l l
Circular Channel Analysis & Design
Solved with Man ning's Equation
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: STRUCT.#10 - STRUCT.# 12
Solve For Actual Depth
Given Input Data:
Diameter.......... 1.00 ft
Slope. .......... 0.0200 ft/ft
Manning's n....... 0.013
Di's.charge......... 2.59 cfs
Computed; Results::
Depth............. 0.51 ft
Velocity.. .. .... 6.46 fps
Flow Area ......... 0.40 s f
Critsical Depth.... 0.69 ft
Critical Slope.... 0.007 8 ft/ft
Percent Full...... 50.82
Full Capacity..... 5.04 cfs
AMAX`@.94D........ 5.42 cfs
Froude Number..... 1.80 (flow is Supercritical)
,Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
EROSION CONTROLCALCULATIONS
FOR
CITY OF .GASTONIA
FIRE DEPARTMENT HEADQUARTERS
Myrtle School Road
Gastonia, North Carolina
October 10, 2001
OWNER:
West Gastonia Boys & Girls Club
310 S. Boyd Street
Gastonia, NC 28052
LOCAL CONTACT:
West Gastonia Boys & Girls Club
310 S. Boyd' Street
Gastonia, NC' 28052
[phone]
ENGINEER:
Robinson & Sawyer, Inc.
707 East Second Avenue
Gastonia, North Carolina 28054
[phone]
DONALD D. SMITH, PE
PRESIDENT
ROBERT M. BAYSDEN, PE
PROJECT MANAGER
GAR
Rs?p?N
n?O.GL'1?.2' I

w1/. M
1
DATE OCTOBER 10, 2001
PROJECT: B?OY&AND,GIRLS CLUB
PROJECT NO: 97094.05
SOIL EROSION SEDIMENT CONTROL PLAN
PROJECT: West::Gastonia Boys:and Girls Club
Gastonia, North Carolina
.OWNER: West Gastonia Boys and Girls Club
PROJECT NARRATIVE:
A: GENERALDESCRIPTION?OFiPROJECT: THE.PROJECT CONSISTS OF THE:SITE
DEVELOPMENT ASSOCIAT,ED'WIT,H`,THE EXPANSION OF THE EXISTING BUILDING FOR
THEt! EST',GASTONIA BOYS, GIRLS CLUB INCLUDING>A GYMNASIUM.
DE1/ELOPMENT¢;WILLEINCLUDE?PARKING,::;UTILITIES AND?GRADING ASSO.CIATED!WITH
THE BUILDING'CONSTR.UCTI,ON.;T,,HE$,PROJECT>SITE,IS L'OCATEDiON S.1130 STREET
SOUTHOF SEC,ONDAVENUEWITHIN THE-CITY'LIMITS"OF=GAST,ONIA, NORTH
CAROLINA. THE TOTALSITE'AREA';WITHIN THE:BOUNDARY EQUALS 6.567 ACRES
AND`THEDEV;ELOP„MENT-WIL`L` CONSTITUTE=.GRADING OF: APPROXIMATELY 2:273
ACRES THE PROJECT WILL,BE,C,O,NSTRUCTED IN ACCORDANCE?WITH THE "CITY>OF
GASTONIAIS STANDARDS&s.DETAILS" AND ALL OTHER' APPLICABLE LOCAL, STATE
AND FEDERAL REQUIREMENTS.
B: THE':LENGTH OF`TIME PROJECT WILL BE UNDER CONSTRUCTION: 120-150 DAYS
C: " EXPECTED DATE CONSTRUCTION TO BEGIN: JANUARY/2002
D: SEQUENCE' OF DEVELOPMENT:
1. OBTAIN APPROVAL OF PLANS AND SPECIFICATIONS FROM THE FOLLOWING:
a. CITY OF GASTONIA - ALL CONSTRUCTION
b. NORTH CAR OLINA:DEPARTMENT OF ENVIRONMENT & NATURAL
RESOURCES - SOIL EROSION' SEDIMENT CONTROL PLAN.
2. INSTALL: DIVERSION. DITCHES AS;CALLED FOR ON THE EROSION CONTROL
PLAN,,SHEET2;40;IN DRANAGE:AREA.#1 TO MINIMIZE RUN-OFF FOR THE
INSTALLATIONOF=DRAINAGE=RUNSTRUCT.#1 - STRUCT'12 AND ASSOCIATED
STRUCTURES., INSTAL' L.DRAINAGE`RUN AND STRUCTURES.
3. C,LEAR.$.GRUB. AREA ;SUFFICIENT TO-INSTALL.STORM DRAINAGE RUN
STRUCT #3 - STRUCT.#4;INCLUDING ST,R000RESAND RISER& BARREL.
INSTALL PRIOR TO:SEDIMENT'BASIN INSTALLATION.
4. CLEAR!, GRUB;AREA,SUFFICIENT TO,INSTALL SEDIMENT BASIN #1. INSTALL
SE6IMENT',BASIN.#1 AS-DETAILED ON SHEET 2.60 OF THE PLANS PRIORTO
ANY' ACTIVE' GRADING.
5. INSTALLAEMAINING;EROSION CONTROL MEASURES INCLUDING SILT FENCE,
DIVERSION-DI, QHES,AND THE'TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE CONTACT- NCDENRFOR-INSPECTION OF MEASURES & ISSUANCE
OFAA GRADING PERMMPRIOR TO DEMOLITION & GRADING.
}
DATE: OCTOBER =10, 2001
PROJ,ECT:%B.OYS,AND=GIRLS CLUB
PROJECT N0: 97094:05
6. AFTERAPPROVAL BY NCDENR.PROCEED WITH ACTIVE GRADING AND
NECESSARY°DEMOLITION.,MAINTAIN 12' LEVEL 1 BUFFER AS INDICATED ON
TH.. 014ING PLAN, SHEET 2:31.
7. PROCEED',W.,ITH INSTALLATION OF STORM DRAINAGE SYSTEM BEGINNING AT
STRUCT9RES';#5;AND 48 AND PROCEEDIN.GUPSTREAM.AS GRADING
PROGRESSES. THE C,ONTRACTOR;SHALL1NSTALL INLET PROTECTION AS
CAILEDFOR1AT EACHjDRAINAGE.STRUCTURE.
8. CONT;RACTORSHALL°SEED ,MULCH AREAS;WHERE GRADING HAS BEEN
COMPLETED?DU7RING:THEGPROGRESSION OF CONSTRUCTION. BASIN AND ALL
OTHEREROSIO,N,CONTRO,L MEASURES ARE'TO REMAIN 'IN PLACE
THROU.GHOUT4THI DURATION OFIHE'PROJECT. AREAS;AT FINAL GRADE
SHALL RECEIVEPERMANENT:STABILIZATION WITHIN SEVEN (7) CALENDAR
DAYS OF REACHING FINAL GRADE.
9. INSTALL REMAINDER+.OF CO.NSTRUCTION INCLUDING PROPOSED BUILDING,
PARKING AREAS, SIDEWALKS, SITE UTILITIES AND THE LIFT STATION.
10. AFTER ALL AREAS;AREs.STABILIZED AND APPROVED BY NCDENR, THE
C.ON,TRACT. ' ALL,REMOVE;ALL TEMPORARY EROSION CONTROL
ME74SURES AND ?STABILIZE,REMAINDERiOF'SITE. SEDIMENT BASIN,#1';IS TO
BEtCONVERTED70)A°pETENTLON BASIN AS: DETAILED; UPON APPROVAL.OF
SI.TiE.:INCLUDES'?REMOVAL'OF'RISER `AND BARREL AND INSTALLATION OF
ORIFICE.PLATE.
11. MAINTAINA,PROGRAM.OF MULCHING,& RESEEDING, IF NECESSARY TO
ESTABLISH AGRASS COVEkON ALL DISTURBED AREAS.

DATE:; OCTOBER 10, 2001
PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094.05
EROSIONCONTROL CALCULATIONS
TOTAL LOT AREA = 6.57 ACRES
TOTAL DISTURBED AREA = 2.27 ACRES
MAJORITY SOIL TYPE: HuD (Helena), VaD (Vance)
DRAINAGEAREA #1
DRAINAGE AREA:
ON-SITE.AREA = 0.94 ACRES
OFF-SITE AREA 0.10 ACRES
TOTAL AREA= 1.04 ACRES
DISTURBED AREA:
0.87 ACRES ON-SITE
MEASURE:
SINCE DRAINAGE AREA AND DISTURBED AREA ARE BOTH LESS THAN ONE
ACREWEITHER A BASIN:NOR A TRAP ARE REQUIRED. INSTALL EROSION
cpiviR,OL-MEASURESAS CALLED FOR INCLUDING SILT FENCE, DIVERSION
DITCHES AND CONSTRUCTION ENTRANCE.
DRAINAWAREA #2
DRAINAGE AREA:
ON-SITE-AREA = 3.44 ACRES
OFF-SITEAREA = 0.18-ACRES
TOTALAREA 3.62 ACRES
DISTURBED AREA:
1.403 ACRES ON-SITE
MEASURE:
A SEDIMENT BASIN IS DESIGNED DUE TO EASY CONVERSION TO A
DETENTION, BASIN.
TOTAL DENUDED AREA = 1.403 ACRES
Vs = 1800 FT3/AC " 1.403 ACRES = 2,526 FT^3
Vs provided = 8,728 FT3
DATE:.OCT.OBER 10, 2001
PROJECT.,BOYS AND.GIRLS CLUB
PROJECT NO: 97094.05
DRAINAGE`AREA'1#2;(continued)
PEAK! DISCHARGE (Occurs during active grading):
Atotal = 3.62Ac
Adisturbed =3.44 Ac, Aimpervious = 0.086 Ac, Alawn =0.094
Cavg,_; [(0:094*.31) + (0.086`.95)+(3.44*.40)/(3.62)]
Cavg!= .41
1 = 7.0 in/hr (10 YR_STORM AS PER CITY OF GASTONIA STD DETAIL 71 G-5)
Q1.0 ,= (Cavg)(1)(Atotal) => Q =10.41cfs
SET' RISERS' BASIN ELEVATIONS:
BOTTOM_OF-BASIN = 767.00 (At Riser)
TOP OF SEDIMENT = 771.00
TOP'OF RISER = 771.00
TOP OF DIKE = 773.00
SPILLWAY = 772.00
SIZINGiOF PRINCIPAL SPILLWAY:
SIZE>.BARREL'4 RISER FOR FULL 10yr. FLOW
Q = 10.41 cfs (Try 18" CMP)
H = RISER ELEVATION-MIDDLE OF 18" OUTLET INVERT
H=(771.00-767.00)-0.75 => H=3.25'
L.= (PIPE LENGTH) => 8'
FROM TABLE 8.07a: TRY 18" CMP
1057cfs (w/ no correction for length)
4 10.57cfs > Qpeak = 10.41cfs(erosion) OK
A 18 Barrel was used
FROM TABLE 8.07b:
A 24 Riser was used
EMERGENCY SPILLWAY:
THE,EMERGENCY SPILLWAY IS A GRASS LINED WEIR 10' ACROSS SET AT
ANkLEVATION 1' LOWER THAN THE BERM ELEVATION & V ABOVE THE
RISEkEL'EVATION.
DATE OCTOBER'10„2001
PROJECT:'BOYSiAND GIRLS CLUB
PROJECT NO: 97094.05
DRAINAGEAREA #2'(continued)
DESIGN:OF ANTI-FLOTATION BLOCK:
b CROSS-SECTIONAL AREA 24" RISER = 3.14 ft^2
b ` VOLU,ME.OF WATER. DISPLACED:
3:14`ft^2 * 4' = 12:56 ft^3
b WEIGHT' OF DISPLACED WATER:
12:56 ft^3 * 6244LB/ft^3 = 784 LBs
CONCRETE (UNDER WATER): 145LB/ft^3 - 62.4LB/ft^3 = 83 LB/ft^3
Vc=784/83 9.45 ft^3
USE 'A (3.5'X 3.5'X 1' deep) CONCRETE FOOTING
A ?
DATE: OCTOBER' 10, 2001
PROJECT: BOYS AND GIRLS CLUB
`PROJECT NO: 97094:05
REVEGETATION,PLAN
GENERAL: SEED AND MULCH ALL DISTURB AREAS NOT COVERED BY PAVEMENTS. SEED
A. IPC..ONSTRUCTION"TECHNIQUES ANDTIMING REQUIRES TEMPORARY
SEEDINGFOLLOW'THE RECOMMENDATIONS LISTED BELOW.
Table610a Seeding ;mixture
TemporaryaSeeding - Species Rate (Ib/ac)
Recommendations forLate Rye (grain) 120
WinterandlEarly, Spring Annual.lespedeza,(Kobe in
Piedmontand,Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates Mountains - `Above 2500 ft: Feb. 15 - May 15
Be"Iow 2500 ft: Feb. 1 - May 1
Piedmont - Jan. I,- May 1
Coast Plain - Dec. 1 - Apr. 15
Soil.amend:'s Follow, recommendations of soil tests or apply 2,000 lb/acre ground
- agricultural limestone and 750 lb/acre 10-10-10- fertilizer.
Mulch Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a ,mulch anchoring; tool. A disk with blades set nearly straight
can be used as a mulch anchoring tool.
Maintenance Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Table,..6,1,0b Seeding mixture
T,emporarySeeding Species Rate (Ib/ac)
Recommendations for German millet 40
Summer In the Piedmont and Mountains, a small-stemmed Sudangrass may be
substituted at `a rate. of 50 lb/acre
Seeding dates Mountains - May 15 - Aug. 15
Piedmont - May 1 - Aug. 15
Coast Plain - Apr. 15 - Aug. 15
Soil;Amend.'s Follow recommendations of soil tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10- fertilizer.
Mulch Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, ora mulch anchoring tool. A disk with blades set nearly straight
can be used as a'mulch anchoring tool.
Maintenance Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.

DATE:tiO.CT.OBER 10, 2001
PROJECT B.OYS:AND.GIRLS CLUB
PROJECT NO: 97094..05
REVEGETATION !PLAN. (COW-D)
B. SPECIFICATIONS FOR PERMANENT SEEDING AND MULCHING: USE THE
FOLLOWING RECOMMENDATIONS:
Tablea6.11 n Seeding mixture
Seeding No .4P for: Gentle Species Rate (Ib/ac)
Slopes Soils"Somewhat . Blend:of 50%i KY-31 tall fescue
Warmeror Drierthan 3P, orand 50% mixture of two:or more
with` Physical- Limitations; turf-type tall fescues 200-250
High Maintenance or
Blend of-three or more turf-type
tall fescues 200-250
Seeding dates Best Possible
Fall: Aug, 25 - Sept 15 Aug. 20 - Oct. 25
Winter: Feb.1 Mar. 31
For quality turf avoid spring seeding. Where grading is completed
duringlate winter or spring, an alternative-is to seed 30 Ib/acre', Kobe
lespedeza, keep mowed, prepare seedbed, and seed permanent
mixture between Aug. 25 and Sept. 15.
Soil.amend: s Apply lime and fertilizer according to, soil tests, or apply 4,000 lb/acre
ground; agricultural limestone and 1000 lb/acre 10-10-10-fertilizer.
Mulch Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly straight
can be used as a mulch anchoring tool.
Fertilize-according to soil test or apply 40 lb/acre nitrogen in Jan. or
Feb., 40Iblin Sept., and 40 Ib in Nov., from a 12-4-8, 16-4-8, or similar
turf'fertilizer. Avoid fertilizer: applications during warm weather, as this
increases. stand losses to disease. Reseed, fertilize, and mulch
damaged areas immediately. Mow to a height of 2.5 - 3.5 inches as
needed.
r Z
DATE: OCTOBER 10, 2001
PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094:05
EROSION CONTROL CALCULATIONS
OUTLET PROTECTION
STRUCT. #1
Q=61:80cfs,(DESIGNED 10yr FLOW)
Do=24" (OUTLET DIAMETER)
V=12.59fps.(RESULTING VELOCITY AT OUTLET)
FROM 8;06a
La = 26' W =Do+La = 28.5' 313o = 7.5'
d50=.9'(1:1
dmax.= 15(d50) = 16"
Do=30" 3Do=7.5' W = 28.5'
La=26'
+USE NCDOT CLASS 1 RIP-RAP 2' THICK
DATE: OCTOBER 10, 2001
PROJECT.BOYS+AND GIRLS CLUB
PROJECT NO: 97094.05
EROSION `CONTROL CALCULATIONS
OUTLET PROTECTION
STRU.CT. #3
Q=1659cfs (DESIGNED 1 Oyr FLOW)
Do=24" (OUTLET DIAMETER)
V=7, 87fps (RESULTING'VELOCITY AT OUTLET)
FROM 806a
La 1A' W =Do+La = 12' 3Do = 6'
d50= 05'(61')
dmax = 1.5(d50) = 9"
Do=24" 3Do=6' W = 12'
La=10'
4U.S,E NC;DOT CLASS 'B EROSION CONTROL STONE (5" - 15") 2' THICK
7
DATE: OCTOBER 10, 2001
PROJECT: BOYS .AND GIRLS CLUB
PROJECT" NQ: 97094.05
EROSION CONTROL CALCULATIONS
OUTLET PROTECTION
STRUCT. #5
Q=7.45cfs(DESIGNED 1Oyr FLOW)
Do=15 (OUTLET DIAMETER)
V= 10.90fps:(RESULTING VELOCITY AT OUTLET)
FROM .806a
La = 8' W =Do+La = 9.25' 31)o = 3.75'
d50 = .5' (611)
dmax = 1.5(d50) = 9"
Do=15 3Do=3.75' W = 9.25'
La=8'
?,U.SE NCDOT CLASS B EROSION CONTROL STONE (5" - 15") 2' THICK
Y 2
DATE: OCTOBER 10, 2001
PROJECT:,,, BOYS:AND GIRLS CLUB
PROJECT,'NO: 97094:05
EROSION CONTROL CALCULATIONS
OUTLET PROTECTION
STRUCT. #8
Q=542cfs'(,DESIGNED 10yr FLOW)
Do=15"'(QUTLET' DIAMETER)
V=590fps (RESULTING VELOCITY AT OUTLET)
FROM'8.06a
La = 6' W>=Do+La = 6.25' 3Do = 3.75'
d50 =,0.3'(47).
dmax = 1.5(d5,,0)'= 6"
Do=15" 3Do=3.75' W = 6.25'
r I
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name.: BOYS AND GIRLS CLUB
Comment: DITCH #1
Solve For Depth
Given; :Input Data :
Bottom Width.....
Leftt, S de Slope. .
Right Side Slope.
Manning.' ;s n......
Channe'l''Slope ....
Discharge........
Computed Results:
Dept°h .........
VL oc i,ty.........
Fl`c;w Area ........
Flow Top.Width...
Wetted: Perimeter.
Crtitxcal 'Depth.. .
Crritic'al Slope...
Froude"Number....
2.00 ft
2.00:1 (H:V)
2.00:1 (H : V)
0.022
0.0100 ft/ft
8.75 cfs
0.67 ft
3.94 fps
2.22 sf
4.66 ft
4.98 ft
0.67 ft
0.0099 ft/ft
1.01 (flow is Supercritical)
<Open:Channel Flow Module, Version 3.41 (c) 1991
HaeS.tad"',Me•thhods, Inc. * 37 Brookside Rd Waterbury,
Ct 06708
r ,
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: DITCH #1 (CHECK VELOCITY FOR 2-YEAR STORM)
Solve For Depth
Given Input, Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.021
0.0100 ft/ft
6.48 cfs
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.56 ft
3.75 fps
1.73 sf
4.22 ft
4.49 ft
0.57 ft
0.0093 ft/ft
1.03 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
r 7
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
'Worksheet Name: BOYS AND GIRLS CLUB
Comment: DITCH #1
Solve For Depth
Given Input Data:
Bottom Width.....
Lef.t_,Side Slope..
Right Side Slope.
Manning's-n......
Channel Slope....
Discharge........
computed Results:
DegtY? ........... .
Vel`ocity .........
Flow Area........
Flow `Top Width...
Wetit,ed ,Perimeter.
Critical Depth...
cri.tical.Slope...
Froude'Number ....
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.022
0.0200 ft/ft
8.75 cfs
0.56 ft
5.06 fps
1.73 sf
4.22 ft
4.49 ft
0.67 ft
0.0099 ft/ft
1.39 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad%'Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
T
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: DITCH 41 (CHECK VELOCITY FOR 2-YEAR STORM)
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.021
0.0200 ft/ft
6.48 cfs
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.46 ft
4.80 fps
1.35 sf
3.85 ft
4.07 ft
0.57 ft
0.0093 ft/ft
1.43 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment': DITCH #2
_Solve For.Depth
Given Input Data:
Bottom Width..... 2.00 ft
Left Side Slope.. 2.00:1 (H:V)
Right•Side Slope. 2.00:1 (H:V)
Manning-s n..... . 0.022
Channel Slope.... 0.0200 ft/ft
Discharge........ 14.14 cfs
Computed Results:
Depth.............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude-Number ....
0.71 ft
5.78 fps
2.45 sf
4.85 ft
5.19 ft
0.87 ft
0.0093 ft/ft
1.44 (flow is Supercritical)
Qpen:Channel Flow Module, Version 3.41 (c) 1991
Ha'e;s.ta& Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: BOYS AND GIRLS CLUB
Comment: DITCH #2 (CHECK VELOCITY FOR 2-YEAR STORM)
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.021
0.0200 ft/ft
10.46 cfs
Computed Results:
Depth............
Velocity..........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.60 ft
5.50 fps
1.90 sf
4.38 ft
4.66 ft
0.74 ft
0.0088 ft/ft
1.47 (flow is Supercritical)
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
DATE: February 7, 2002
PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094.05
GRASS SWALE STABILIZATION (SWALE #11
SLOPE VARIES FROM 1 % TO 2%
TOTAL DRAINAGE AREA ENTERING THIS DITCH EQUALS 2.5 ACRES WITH A AN AVERAGE C
VALUE OF.40 (SAY.50 FOR FUTURE DEVELOPMENT)
10-YEAR STORM EVENT
Q=(.50)(7)(2.5)=> 8.75cfs
TRY NORTH AMERICAN GREEN S150 FOR 1%
N=.021, S=1%, (N TAKEN FROM N.A.G. TABLE)
d=0.67, V=3.94 (RUNNING HAESTAD'S FLOWMASTER-SEE CALC.'S)
SHEAR STRESS (T) =yds (y=62.4 LBS/FT^3),T=(62.4)(.67)(.01)=0.418 LBS/SF
MAX. PERMISSIBLE SHEAR FOR S150 = 1.65 (TABLE)
T=0.418<1.65 O.K.
TRY NORTH AMERICAN GREEN S150 FOR 2%
N=.021, S=2%, (N TAKEN FROM N.A.G. TABLE)
d=0.56, V=5.06 (RUNNING HAESTAD'S FLOWMASTER-SEE CALC.'S)
SHEAR STRESS (T) =yds (y=62.4 LBS/FT^3), T=(62.4)(.56)(.02)=0.70 LBS/SF
MAX. PERMISSIBLE SHEAR FOR S150 = 1.65 (TABLE)
T=0.70<1.65 O.K.
2-YEAR STORM EVENT
Q=(.50)(5.18)(2.5)=> 6.48cfs
TRY NORTH AMERICAN GREEN S150 FOR 1%
N=.021, S=1%, (N TAKEN FROM N.A.G. TABLE)
d=0.56, V=3.75 (RUNNING HAESTAD'S FLOWMASTER-SEE CALC.'S)
SHEAR STRESS (T) =yds (y=62.4 LBS/FT^3),T=(62.4)(.67)(.01)=0.418 LBS/SF
MAX. PERMISSIBLE SHEAR FOR S150 = 1.65 (TABLE)
T=0.349<1.65 0. K.
TRY NORTH AMERICAN GREEN S150 FOR 2%
N=.021, S=2%, (N TAKEN FROM N.A.G. TABLE)
d=0.46, V=4.80 (RUNNING HAESTAD'S FLOWMASTER-SEE CALC.'S)
SHEAR STRESS (T) =yds (y=62.4 LBS/FT^3),T=(62.4)(.56)(.02)=0.70 LBS/SF
MAX. PERMISSIBLE SHEAR FOR S150 = 1.65 (TABLE)
T=0.574<1.65 O.K.
DATE: February 7, 2002
PROJECT: BOYS AND GIRLS CLUB
PROJECT NO: 97094.05
GRASS SWALE STABILIZATION (SWALE#22
10-YEAR STORM EVENT
Q=14.14cfs (from Struct.#5, Struct.#8 & runoff calculations)
TRY NORTH AMERICAN GREEN S150
N=.021, S=.02, (N TAKEN FROM N.A.G. TABLE)
d=.71, V=5.78 (RUNNING HAESTAD'S FLOWMASTER-SEE CALC.'S)
SHEAR STRESS (T) =yds (y=62.4 LBS/FT^3),T=(62.4)(.71)(.02)=0.89 LBS/SF
MAX. PERMISSIBLE SHEAR FOR S150 = 1.65 (TABLE)
T=0.89<1.65 O.K.
2-YEAR STORM EVENT
Q=10.46cfs (from Struct.#5, Struct.#8 & runoff calculations)
TRY NORTH AMERICAN GREEN S150
N=.021, S=.02, (N TAKEN FROM N.A.G. TABLE)
d=.60, V=5.50 (RUNNING HAESTAD'S FLOWMASTER-SEE CALC.'S)
SHEAR STRESS (T) =yds (y=62.4 LBS/FT^3),T=(62.4)(.71)(.02)=0.89 LBS/SF
MAX. PERMISSIBLE SHEAR FOR S150 = 1.65 (TABLE)
T=0.749<1.65 O.K.
NOTE: BECAUSE VELOCITIES FOR BOTH SWALES EXCEEDS 2 fps, CHECK DAMS ARE
TO BE PLACED EVERY 50' FOR 2% SWALES AND EVERY 100' FOR 1 % SWALES..
SWALES ARE AS DETAILED ON THE STORMWATER MANAGEMENT PLAN.
i.
Table 8.07a
Pipe Flow Chart for Design of Corrugated Metal Outlet Conduit
til ?•
?• (Q in cubic ft/sec)
i
For Corrugated Metal Pipe Inlet K. + Kb - 1.0 and 70 feet of Corrugated Metal Pipe Conduit
n 0.025. Notecorrection factors for other pipe lengths.
la.
H
12"
15"
18"
21"
24"
30"
36"
42"
2 2.84 4.9.2 7.73 11,30 15.60 26.60 40.77 58.12
3 3.48 6.03 9.47 13.84 19.10 32.58 49.93 71.19
4 4.02 6`.96 10.94 15.98 22.06 37.62 57.66 82.20
5 4.49 7.78 12.23 17.87 24.66 42.06 64.46 91.90
6; 4.92 0.52 13.40 19.57 27.01 46.07 70.60 100.65
7 5.32 9.21 14.47 21.14 29.19 49.77 76.28 108.75
8 .5.68 9.84 15.47 22.60 31.19 53.19 81.53 116.23
9 6.03 10..44 16.41 23.97 33.09 56.43 86.49 123.30
10 6.36 11.00 17.30 25.26 34.88 59.48 91.16 129.96
11 6.67 11.54 18.14 26.50 36.59 62.39 95.63 136.33
12 6.96 12.05 18.95 27.68 38.21 65.16 99.87 142.37
13 7.25'. 12.55 19.72 28.81 39.77 67.83 103.96 148.21
14 7.52 13.02 20.47 29.90 41.27 70.39 107.88 153.80
15 7.78 13.48 21.19 30.95 42.72 72.85 111.66 159.18
16 8.04 13.92 21.88 31.96 44.12 75.24 115.32 164.40
17 8.29 14.35 22.55 32.94 45.48 77.55 118.87 169.46
18 8.53 14.77. 23.21 33.90 46.80 79.81 122.33 174.39
19 8.76 15.17 23..84 34,83 48.08 81.99 125.67 179.15
20 8.99 15.56 24.46 35.73 49.33 84.12 128.93 183.80
21 9.21 15.95 25.07 36.62 50.55 86.21 132.13 188.36
22" - 9.43 16.32 25.6.5 37.47 51.73 88.22 135.21 192.76
23 9.64 16.69 26.23 38.32 52.90 90.21 138.27 197.12
24, 9.85 17.05 26.80 39.14 54.04 92.15 141.24 201.35
25, 10.05 17.40 27.35 39..95 55.15 94.05 144.15 205.50
L correction Factors For Other Pipe Lengths
40 1.23 1.22 1.20 1.19 1.16 1.14 1.13 1.11
50 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07
60 1.07 1:06 1..06 1.05 1.05 1.04 1.04 1.03
70 `. 1.00 1. 0.0 1.00 1.00 1.00 .1.00 1.00 1.00
80 0.95 0
,
95
0.
95

0.96

0.96

6

0.97

0.97
90 0.90 E
91" 0.91 0.92 0.93 0.94 0.94
100 ' 0,86 .
87 0.88 0,89 0.89 0.90 0.91 0.92
8.07:6

Appendices
25
20
1.50
1.0
9,.
8,0
7
,
in 6
U
5
U
a
40
W
0 30
N
d
20
0.5 1.0 1.5 2.0 2.5 3.0
Head required at crest of riser in feet (h)

Circular r isers
with
litter wall -
. .
sp

a C Q = 3
1 LH 312 -
r .
- --- -- -- -- --
-
_
}

1
Splitter-type
r - _ -Crest headwall
h
s - V -
d

1 Pipe
Z
:? ??? - riser

e
? 4,
" p r p

-
' Pipe conduit

For conduit;slope > friction slope, Z = 5D
Forkconduit,slope <friction slope, Z = 20

0
InleVProportions Pipe drop inlet spillway design:
Pipe Pipe
Conduit Riser For a,given Q and H, refer to Table 8.07a or 8.07b for conduit size.
(D) - in (d) - in Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
8-12 18 capacity:and riser diameter, and find the head (h) required above the
15 21 creslof the riser. The.height of the riser should not be less than 5D - h,
18 24
21 30 except as noted in the above sketch.
24 30
30 36 Example - Given:CMP; Q = 20 cfs; H 14 ft, h max. 1.0 ft; L = 70 ft.
36 48 From Table 8.07a find conduit size (O) = 18 inches. From Inlet Propor-
42 54 tions Table, riser size _ 24 inches. Head (h) required for Q = 20 and
48" 60 d 24 is 1.0 ft.
Figure 8.07b:Dosign,chartiforrisor outlot.
Rcv. IZ93 8.07

Appoidiccs
L
it I,
Outlet W . p + l
pipe , , :..
diameter (Lb); I I I
i water < 0.5Do '
1
1"L
20
,ice
p 60
5
;I
an M I
m
N
(n
a
«s
L
a
- cc
0
1 v
3 y, 10 20 5.0 100 200 500 1000
Discharge (t /sec)
Curves: may not be extrapolated;
Figure 8.06a Design of outlot protection, protection from around pipe flowing full, minimum tailwater condition (T?„ < 0.5 diameter).
Kcv. I?1I3 2 nr 4

Unvegetated
.5 - 2 ft. > 2 ft. 'Short Duration
TABLE 8 "VM" (Fraction of Unprotected Soil Loss) Factors for North American Green Blankets in Slope '
Applicati ons Bdsed on S lope Length and Gradient=(Derived from Fie ld Testing a nd Lab Researcl
Slope Length
Gradient S75 Material Type
S150 SC150 C125 S75BN S16OBN SC150BN
C125BN
C350
P301
L<- 20'
<= 3:1 .029 .004 .001 •001 .029 .00014' .00009 .00009 .0005 .001
3:1 - 2:1 ,11 .106 .048 .029 .11 .039 029 .018 .015 .029
> 2:1' .23 .13 .10 .082 .23 .086 " ,063 .05 .043 .082
L > 20'< 50'
<= 3:1 .11 .062 .051 .036 .11 .010. .005 .003 .018 .036
3:1 - 2:1 .21 .118 .079 .060 .21 .07 .055 .04 ,031 .06
> 2:1 .45 .17 .145 .096 .45 .118 .092 .06 .050 .096

L >= 50'
<= 3:1 .19 .12 .10 .07 .19 .02 .01 .007 .035 .07
3:1 - 2:1 .30 .18 .11 .09 .30 .10 .08 .07 .047 .09
> 2:1 .66 .22 .19 .11 .66 .15 .12 .07 .057 .11

6
18

i
i
0)
J„ y
3-
ftiv ' i
EP
3' ?y ,t3.,1 li' 11 1 1/2 jr.TL
1 1
h(I y!{/? ?• 11? AIM 'fYP N(? IR 1 A',XJ I/1 f rri?I'?'r
dh?Pll>
t +. A It r .1 1i ?
I 'I? l ? 1
X f rd e? E? { ?1 t?
t - 9 Rr I? h e f i n 2, I t l , r1 1
i
1
?Y? .r ,) ?w }r ,?z,47 ? 1'+' ?' 4i1' ! ,1y a 1 `I II, { 1 ? n l'ai lye I?.,1,. yv
tlr',a r ?yw P , 1 fy'?,7olir`' ^,Iw a tdnna v ?lkffif}),k"n
,7' s "s n9 pet's ;"yd ?
0 ,'ICC. ?. tY1.P. yJ? ;?, 1:?,?,l:a:J)rP ± };::`lid r/l wh,,) K.krB,? Y.1 IFi• 1i1 } ?l n " 1
w p' .fit } 2
Staple patterns•apply to all North
American Green erosion control X . a X lr ra i X
20^J
blankets. Staple patterns will vary , 'art!?, r' I r; I,If L"a x X X
-10
depending upon application type, slope 3' r
length, slope grade, soil type and annual t `,
?' X X ; ?ti71v )(
;G
rainfall. The following are general staple
f>? C )f" 1 ,'?1
recommendations based on slope X ?" a h it
length, slope grade, and estimated run
off. Specific staple placement patterns
are illustrated in diagrams A, B, C, D, „, 1 l Staples pbrsq yd J ' 5 stepli is por su`yd.1
f J 5 '? /' r '? 5 k
rF r r h? f a ,iS ?, I 1 a: r?ia4 ?+? err ?.:
- o- ' K,?, 1 ° "' e , r, l 1 y, Js,^i r) J ,plr?yy ypr?+
and E. Increased staple rates may be
F 1:1 Yi 1 7 }r;f j ,Jn tr ?? .i?Yr????{r
necessary depending Upon site l ti
conditions. For detailed specific
recommendations, contact your nearest' r`
authorized North American Green r x X X X „yj
distributor or call North American Green +',R,fv 101 20^?
X X X
technical services.
w,,, ?1 rr ,, Ir t ? 1 rh??7f/ndl ?lr i`
, I?rI, Ark ? f?
r 1 ,
IMM,

300 -
275
250
225
200
175
150
125
100
75
50
25
B C

B C C C D E

A A
B B

fl
4:1 3:1 2:1 1:1 Low Mod/111011
Flow Flow
Channel Channel
And
Shoreline
3
t
20 I

Nigh Flow ®l
Chnnnol
And
Shoreline
V '?^A
I I

pr?4w-?
3A.

5. ;s
.? OWNWH
1. Prepare soil before installing
blankets, including application of lime,
fertilizer, and seed. Note: When using
l <," Cell -0 -Seed do not seed prepared
area. Cell-O-Seed must be installed {
i with paper side down. I(
2. Begin at the top of the slope by
anchoring the blanket in 6" deep x 6"
wide trench. Backfill and compact the
trench after stapling.
_j
v. f:
!1
23
3. Roll the blankets (A.) down
or (B.) horizontally across the slope.
4. The edges of parallel blankets must be
stapled with approximately 2" overlap.
5. When blankets must be spliced down the
slope, place blankets end over end (shingle
style) with approximately 4".overlap. Staple
through overlapped area, approximately
12" apart.
REFER TO GENERAL STAPLE PATTERN GUIDE ON PAGE 20
FOR CORRECT STAPLE PATTERN RECOMMENDATIONS FOR
SLOI3E INSTALLATIONS.

O?O? w AT ?'4QG Michael F. Easley
Governor
r William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
d Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
January 28, 2002
DW Q# 02-0055
Gaston County
Scott Jimison
West Gastonia Boys and Girls Club
P.O. Box 12222
Gastonia, NC, 28053
APPROVAL of 401 Water Quality Certification with Additional Condition
Dear Mr. Jimison:
You have our approval, in accordance with the attached conditions, to place fill in 86 linear feet of an unnamed tributary
to Catawba Creek in order to provide additional parking for the West Gastonia Boys and Girls Club in Gaston County, as
described in your application received by the Division of Water Quality on January 14, 2002. After reviewing your
application, we have determined that this fill is covered by General Water Quality Certification Number 3287, which can be
viewed on our web site at http://h2o.enr.state.nc.us/ncwetlands. This Certification allows you to use Nationwide Permit
Number 14 when it is issued by the U.S. Army Corps of Engineers. In addition, you should get any other federal, state or
local permits before you go ahead with your project including (but not limited to) Sediment and Erosion Control, Non-
Discharge and Water Supply Watershed regulations. Also this approval will expire when the accompanying 404 permit
expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification, as well as the additional conditions listed below:
An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office
before the impacts specified in this Certification occur. The stormwater management plan must include plans and
specifications for stormwater management facilities (preferably a wet detention pond) designed to remove 85% TSS
according to the most recent version of the NC DENR Stormwater Best Management Practices Manual. Also, before any
permanent building is occupied at the subject site, the facilities, as approved by this Office, shall be constructed and
operational, and the stormwater management plan, as approved by this Office, shall be implemented. The structural
stormwater practices as well as drainage patterns must be maintained in perpetuity. No changes to the structural
stormwater practices shall be made without written authorization from the-Division of Water Quality.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh,
N.C. 27611-7447. This certification and its conditions are final and binding unless you ask for a hearing.
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 Pete Colwell in DWQ's Mooresville Regional Office at 704-663-1699 or Cyndi Karoly at in
Raleigh 919-733-9721.
LJN
J. Thorpe, P
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Marling Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
n,n ? ,roc i..r..,-,..? n,n moo cones IS-% ..... ........ .... .... i..........+...,,...i
Attachments
cc: Corps of Engineers Asheville Regulatory Field Office
Mooresville DWO Regional Office
Central Files
File Copy
Robert Baysden, 707 E. Second Avenue, Gastonia, NC, 28054
Page 2 of 2
020055
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WO Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name West Gastonia Boys & Girls Club (Facility
Project Number 02 0055
Recvd From APP
Received Date 1/14/02 Recvd By Region
Project Type Commercial
County Gaston
County2
Region Mooresville
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. supp. Basin Req. Req.
14 F_ ©Y ? N F_ 11-130 __F__ 30.837. ? ??
Mitigation Wetland
MitigationType Type Acres Feet
rnial nmitternt
234.00 1 -

Is Wetland Rating Sheet Attached? O Y (ON Did you request more info? O Y ON
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y O N
Is Mitigation required? O Y 0 N Recommendation: O Issue * Issue/fond O Deny
Provided by Region: Latitude (ddmmss)
Longitude (ddmmss)
Comments:
r 'tbments and`the remaining stream channel is protected.
cc; Regional Office
Central Office Page Number 1
Triage Check List
Date:
To: ?RRO Steve Mitchell Project Name
?FRO Ken Averitte DWQ Project Numb r ©SSr
?WaRO Deborah Sawyer County
?WiRO Joanne Steenhuis
?WSRO Jennifer Frye
?O Mike Parker
AMR Pste Q (well

From: Telephone [phone]- n
The file atta is being forwarder to you for yoLT evaluation. Please call if you need
assistance.
? Stream length impacted
[] Stream determination
? Wetland determination-and c`,?tance to UueAne s;eface waters on USGW topo maps
, Unimization[avoidance is `mss
Q Buffer Rules (Ne-ma, Tar-Famgco, ice-' ^??a, F.-?c7e nan)
?
rmitigationZa.? fill -
s
s
[i Ditching
? Axe the s' earn and or wet4 nd mitigatisn sib= ava--,able and viable?
? Check drawinas for accucacf _
? is the application consWeera with Ome-ep ova nt-eggs?
Q- --6 - 3 -
-Q Cumulative imp&i cope ns
.cam%a ?r• ?\??,????.. __ _ ?iw`'?-.1"..:.. _ ?: a? - ?3n.'.X? ? ..
-T.
- ."... _ s....-..ra?;.P.Y.?.^ay -...-?._._ ?-`... ?v,. .- --rte-? Sz?ti?M'R'? -??3 .,`- 7'`'?'?'?:.T•."

R R BINS N &
S SAWYER, INC. 2
CONSULTING ENGINEERS & LAND SURVEYORS ®? 1962
707 E. SECOND AVE. ¦ GASTONIA, NORTH CAROLINA 28054 ¦ PHONE: [phone] ¦ FAX: [phone]
January 9, 2002
Mr. John Dorney
Division of Environmental Management
NCDENR t1ow G
1621 Mail Service Center-4
Raleigh, N.C. 27699-1621
RE: Pre-Construction Notification Application
R&S Project No: 97094.05
Robinson & Sawyer, Inc. is submitting on behalf of the West Gastonia Boys &
Girls Club a Pre-Construction Application for your review and approval. We are
transmitting with this letter the following items:
• Seven Pre-Construction Applications Forms complete with attachments
• One check from West Gastonia Boys & Girls Club made out to North
Carolina Division of Water Quality in the amount of four hundred
seventy-five dollars ($475.00)
Should you have any questions or comments please do not hesitate to call me.
Sincerely,
Robinson & Sawyer I
Robert M. Baysden,
Project Manager

CC. Asheville Regulatory Field Office- (2 copies with attachments)
R BINS N &
SAWYER, INC.
CONSULTING ENGINEERS & LAND SURVEYORS EST. 1962
707 E. SECOND AVE. ¦ GASTONIA, NORTH CAROLINA 28054 ¦ PHONE: [phone] ¦ FAX: [phone]
January 9, 2002
Asheville Regulatory Field Office
US Army Corp of Engineers
151 Patton Ave.
Room 143
Asheville, N.C. 28801-5006
RE: Pre-Construction Notification Application
R&S Project No: 97094.05
Robinson & Sawyer, Inc. is submitting on behalf of West Gastonia Boys & Girls
Club a pre-construction application for your review and approval. We are
transmitting with this letter the following items:
(1) Two Pre-Construction Application Forms, one original and one copy
complete with attachments.
Robinson & Sawyer, Inc. met at the project site with Mr. Pete Caldwell with the
NCDENR Water Quality Section to assist in the determination of wetlands
existence and potential stream impacts.
Should you have any questions or comments, please do not hesitate to call me.
Sincerely,
Robinson & Sawyeo e?'Baysden;
Project Manager
Cc: John Dorney-NCDENR (7 copies w/ attachments)
Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
I. Processing
1. Fsection k all of the approval(s) requested for this project:
404 Permit
y ection 10 Permit
401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Scott Jimison for the West Gastonia Boys and Girls Club
Mailing Address: PO Box 12222
Gastonia, NC 28053
Telephone Number: 704-864-6171 Fax Number: 704-864-5525
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: N /A
Company Affiliation:
Mailing Address: -- -- -
Telephone Number: Fax Number:
E-mail Address:
Page 5 of 5
III. Project Information
7
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than I1 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: West Gastonia Boys and Girls Club (Facility Expansion)
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 01-040-189, 01-040-169
4. Location
County: Gaston Nearest Town: Gastonia
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.):From I-85/US 321 Interchange
take US 321 south into Gastonia. Cross over US 29&74. Take Right on Second
Avenue. Take last left before next light onto S. Boyd Street. S. Boyd St.
Dead Ends into property.
5. Site coordinates, if available (UTM or Lat/Long): 1,341,500 / 556 , 500
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Site is developed with building and gravel parking lot. Ballfields exist
behind building.
Property size (acres): 6.57 Acres
8. Nearest body of water (stream/river/sound/ocean/lake): Catawba Creek
9. River Basin: Catawba River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://l12o.enr.state.nc.us/admin/maps/.)
Page 6 of 6
10. Describe the purpose of the proposed work: Site development to support
building addition. Includes new parking lot and measures to meet erosion
control compliance with NCDENR and storm water detention per Gastonia.
11. List the type of equipment to be used to construct the project: Bulldozer, Track Hoe,
Sheevsfoot.
12. Describe the land use in the vicinity of this project: Mi xed use. Commercial to the South,
Light industrial to the Northwest. Residential and a church tote ort eas .
Vacant to the East.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
NCDENR Erosion control approval dated 11/13/01. Project ID: GASTO-2002-030

V.
of 148' of 30"rcp without approval by the City of Gastonia. finis project wiii
tie to this pipe with approval by the City o Gastonia. An analysis of the pipe
Future Project Plans has been completed and found,sufficient.
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application:
No planned activities that will impact waterways.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 7
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property:
Total area of wetland impact proposed:
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
1 Culvert 216' UT to Catawba 2' Perennial
Creek

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint'for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.us¢s.Qov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.coni,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 216' (Includes prior
project
Page 8 of 8
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S. N/A
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation N/A
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): D uplands D stream D wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Due to the stream location along the entire Southern property line. Design
of site provided minimum impact to stream by joining with an existing
culvert and extending it to the natural channel.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal, to 150 linear feet of total impacts to perennial
streams.
Page 9 of 9
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://l12o.enr.state.nc.us/ncwetlands/strmgide.litm1.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
Ns parate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at littv:Hh2o.ciir.stitc.nc.us/wri)/iiidcx.htni. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information: N/A
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 10
IX.
Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ? No ?
X.
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers.. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 1 I of 1 I
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Iota] Acreage= 6 S7 Arras Tmoervinus Uxistina)= 0 5+ Acres Impervious
(Pro.posed)= 1.22 Acres. Stormwater Detention Per City of Gastonia Ordinance-
Restrict Runoff to Pre-Development (All-Wooded) for a 2-Year Storm.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Site Wastewater Enters An On-Site Lift Station (Private) That Pumps It Into
An 8" City of Gastonia Public System.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No M
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

- ©"? - o
Applicant/Age is Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Lry
o CAD CD OD
CY) 00
oli
LL. I Il?I? //? '? ( III
L
n
D \ \ I/
4f C/)
MO 0 0 4f v
LL.
px U)
VOW
.'./ ......' d .'. /
..... /
. :: X..... : '
.......... '76 .. ..?. ?I
r /
0
a7) V
I N ? w Uvp? h? O
LO F- 0
4Z 4Z 0 a_
( / -
w - cD
Ln :2 a_ CY
S m
1 o I ? ? a ??o
x ? t,D
I I / o z F-
r\ ?I! if I I ?? U, oWQ
U °
?o w
69* D L !!II t J // /?... O N O :33<
I
3db ( ?t l I I I / o
I r ! r m ec
° w`n 'LL
- a
Lj ED
\ m Vm az Nv
Cr)
x / w0zj?0
a } t
L9 oz
Fr p- D z
01 0
PC
-t -
-f1
z ? 27W y'
0 0cn N 07'1
g? -o?o?z-°?J/
" x
oo.ro oz0 ?p
o r"
z 3: -n rn
-U rn (n z
^N Zm m0PK w?C?/ \ \\ O
o Z r• // ?\ \ \I I ?, I 1 ow
0, W / 1 I I I I I LAN
R° / o / III I I • I PE
mo?Z' .59
00o n II
-710 C) CT)
c
oz? °z '?? / I I 1 I( v x
zi?'= LO C)
\ II -u I v
ox / 1 II 5
N p-° // / ??\ 1111 \ I
c D m `?'1 \\\II Cfl
0) fTl - /
o
7y w / I\
-00
0--A x
r-n
r i w N I c
C) A? Z
O0. 77.67 \
LANI)§CAP I
9?.'........
.
..?.....'. r
.p... .....
-- / e? w C.) 0
C6 000
?\\\ \ p` o \ cn
m o
o o \Do
\ \\ \\\\\ \ a / //?/// ? \ oo°
_ \ \\ 1\\ \\\ \\\ ?? / / ?/ ///? \ ° \
? N1
.ox ?Irr? , 1 1 1 1 x u ? \ ? s
00 C.0 0
Ul C) 01 0
i ! ?;. I; ?\ \\\ In-0 z 00 FL:
2.?,
- \ ,1 1411 \ ? ? ai '? i'•?\\ I 1111. I
\11 1 p 1
/ r 1.
¦ ? ? j ?? .'_. 11 X11 m x 1 v I . -? _ _?- - ' I
? N N ,? , u x I ?- g I t
_' 1111 q N I r .,
AA
4TkY ?/"_ / // rq N
R A? Co ? i. ?) I / I 111111/ ? 1 I ? ?_-_?\ m a
2 I i , ???;(/ $ \ \ L - i nawciwnm savrE
s ? ?°r > \` •_'il 11111 t?`\\`??\ ? ? ` ` I \- ?- 4`? i ?\ \
?1 , ?' 141 14 1 ? ?. \ \ \ , \
Ir `. C m / tea/ III / jl lljl IIII ?f 1? ° \111 W ? 1 \ ?\ \\\`r \ I \\ `..\ \1 „?_ /.. I
t M S "111 Ill // 1 ?1/11111?1 I II xN \\? \` \\ \\ \ 1 - \ _-___'_
ANrx
/fill
t; % ,, IIII 1 1 / 111, ? - \ \\ \ I
}----- CO I \\ x
11 m 19-6 (SIG O O (99
co m I I
IM \\ \ .'1 / /', ,/ri/ r \ \\ 111 419 € €19 $?
ail \\\ \ // r ., ,,/r,/u, ( mx \ 111 ?
91
J51
N
1 Iltl / ? I 111I\,i\ irrii%./ \ \ I \. 11\ ? fi ??
II 111111 / / 1 ?\ 1 /?/% "? z \ g
111111 /; r dl h r/rr \ \ 1 `
xm 1 ??i\ A
_ 1111`
, ?q'i' /r i?i \\ °° X165 `\ m \`\ ill I -- ? e
r, r //i r/, 1,//IG I \\ \ `\\ ?x
11
, .\ , I 11111
IN I Will H 9 10
N III I,I /l /
/, /'// i/ \ \\ \ N \ / I\ \+x\11 g E8 6
//i///?/I(ti ` zlmv \\ \\ \ \\\ I •0 182 f F ffaap
?l I ?ii'???i1i?q \\ o. ; \\ \ \1 xv \\ \I Iilll xN M?
ll ///?/Ill/Ifll I \ \ \ \ `\\x , jI111?I? +' 2 R rA
91
//,?fr / \ \ FF :
f/Ir ?l \`\ \ x \ \ I c. , I II II ?
I
1 1111111 \ \\ \\ \ .'? i?i? I =?e 4;! NJ- "A M , \ ` a \ \ r `I- 114 1 --- '-• -8
\ klll\\ x xV
-\ l
r?
x 1 \ 11 g
\\\ \\`\ \\` A \ \\\ ?/ ?/ II 1111111 '^? ?? ?g
?\ \\\ \\ \\\ u? It \?? _ i/ 1 1111111111 t ` 'how >aj9 ltA 9
? ?/v III II 11 1 ti • v i
01
@fMi ON lK A' W LYRN
_ / n I \ v O noz n ¦U P eoaIOlp1 e4 R I v a
,,yy,,x. ? Glim YM
I j l? l i 1 i >( 9YtL1 ?0 0
n •a 131HVU m °o i m
u, - -
IASTONA
Stewart•Cooper•Newell•Archltecte R
8
?
?
?
IS: 7e ...t 11 `noon. ,., , MKS oar I- =em ROBIN
0N d
?
?
SAWYER INC

M • eee • eetl Fob'.' m .. eee . oole . ?

' ' _ ~ r - ' GENERAL SITE NOTES f--.. T, SITE LOCATION MAP Proiect No.
- , y ' ALl WORK WITHIN rNE RIGh+' OF -WAY `';HALT BE ALl (RAE~G,C SIGNS, >~R`PE ?AINT~NG, E?i, (GNFURM NOT TO SCALE THE PRINCIPLES Of '~+r MANUAi_ ~`N UNIFORM 'RAFF~(. CONTROL z
' ° ~ COGRDINATED NITN THE ° Of GASTONIA " - 'NM „ ENGINEERING DEP? NO JNiVE i NTRANf..ES CONSTRUCTION LL' < 833 UCIION DEVICES ;M.U T C D 1 Y~ a
CALL ' SHAD TAKE P! A~ E UNTii RM; AND GRADES ARE ( W~ ~ AV ( HANDICAP RAMP`, ~'ARKING SPACES, ; Ii'. ;FiA'~., MEET A ~ A CODES_ ~ ~ rn
o~ ~ NC ONECALL - ~ - - " _ - NM ~ Ah'rROVED BY fHE UI~Y '~~A.~TONIA ENGINEERING r 3 a . . Date .
BEFORE YOU DIG - ~ t E r- - n~~~R~~; r. y. ~~Rr r)R F~ I CoNDrnONS THAI ~ ao 08/19/01 !12~ ON?RAC10R iO NA AN JHiEMS ~ ~E_D ~ a ~ ~
. . _ ~ A~,, ~?RNEWAYS SNAti_ BE ~N ACCORDANCE Wi'H UiTY QF - ~ 6) MAY CHANGE THE l)E5'~'•,N JJIT~, rNE ENGINEER PRIOR TO PROCEEDING. i7Y QF w r ~ ? ~ ~i DraWfl w
~ ~ GAS''~NhA SfANDAR[i DF1AIt'i Pc SPEC:hFhCATIONS D ' ~ ~ ! tD ~6) ~ O ~ ~I, ~ (1.3~ CONSrRUGTION SHAD. Ni?? BEGIN PRION A PRE~iMINAR7 CONSTRUCTION m
-800-632-4949 ~ t ,.r UNTRAC'OR ?i ~'"Ch ,li?R SLOPE AWAY 1 r ~,rE '!iN'ACT THE OF~!CE OL 'tiE ~ o ~ 1 iNSPE:; i0N OF iNE J?" ENGINEER, ~ g a Checked
AVOID UTILITY / FROM C:uRB L>N ~~~wsrREAM ;IoE of ~>~ANOs ~ 2.61 RIGHT-OF-WAY ADMiNiSCkATOR AT (?QA)854~ 6625 4 LEAST ONE WORKING i~ d ~ ~ 2.61 DDS
DAMAGE H~ ANO ruRB RUNS. ~,fE DE~A~~ DAV PRIOR TO BEGwNINC> !.ONSTRUC'ION FOR iNSPEI"ION ~ ~ ~ - d~ _ w ° Q ~ ~ Revisions
BACK ~ ~ SET. 4 Oifr;'r iNE~' (NORTH AMI Ri(~~N ~;REEN 5350 Ok f1,RE - . . moo E~ '4j PUMP STATION IS TC Ht. AN !/O~ie COMPLETE ;;KINDER PUMP ~ w
.MOROUGN ~ ~3,j, .NG . ~ APPROVED OTHER) FROM •(~h ,.1E BANK ?0 BO'70M OE ~ M1N~ 4U - ~ BANK iNSTALI. AS PER MAN~.~FACTURFR~S RFGUIREMENTS M Of JM' MODEL ~ CP1° i WlE' ::ONNECTION CONSISTS OF 4" GROMMET ANU ~ u1ENTS ' I CHAR' i RMINAi~~N1, iN %a" NPT FEMALE rNREAG FORCE MAIN ~ ..X.. ~
~ - J S 6E E [ xiSTING SANITARY ~EwER MANHUI.E IS TG BE ~ ~ ~a" PvC / SITE ~
MAINTAIN 51C( FENCE ANU :1?HER RREV~OUSIf ~ ~ ~ ~ ;N5IALLED EkOShON CON'IR~;~ MEASURES (iUR~NG ¦ CUNEA('T BARRY HARMC, ~'f WI'~+ rMOR'r wIL50N Af ~ 8D0-948-0823 }
r~~ ~ !INSTRUCTION FOR ADDITIONAL INFURMAiION JN rFiIS r'UMP MODEL. iN`_~,TAII r'ER i ~ ~ ~~r ,pF r F~ ~ Ti ~:H~ R ~ f.` AR T`l E Sl18MlTIED ~ • . MANUFAC ~ URER'S S .I CA ONU. z 7P D AW N . > E ~ H ~ba~°' aro 4
~ W ~ ~ r , PROVIDi "fOMPETENf'~ LAk11 ~:ARRYING !NDIVIOUAi S 8r ENE CONTRAG'OR 'Q '~iE ENGINEER FOR REVIEW & APPRC`VAL i~~HF,M ~ o
~ _ { ~ fOR (?ShiA REGULAIiC)NS ~1E (
,tier , I i{l Nh" F~;~Vy~ E: Uk m 5EE SHEET 24U FGR TriE hROS!UN ONIROL PC,4N & 5~~ IIF ROOF DRAIN D(~VJN`~P~)J'~ ~~~ORM DRAINAGE SYS?t M WITFI SCHEDULE 40 ~'V( T Qb" ~ ~ ~ ~ ~ O ~ N & i1,E 6 PVC; PIPE wFifRE iv+ 'i; CfhiR DOWNSPOUT; ARE 'TED ipGETHER ANC) ~
OAI+!f 1 fj M ' ~ ~'1 M ~ `~r SI~'4 i i;, ~ ~ 1 r i ~ ~r;~ ~ 1R(;' NARRATIVE ~ sHEE , bo EJR ~ E_ ERO, ,N . ~N , 'E ~o;i - c nc ~ ~ I I i /4 P f )U1 V~ ~ ~ 8" WC OVER FOUF .,WN~f Ui~~.~ ~N A iINE_ PR(,VDE A M.NIMUM Ek ( ~
1 ~ ~ ANO coNSTRUcT+oN sE~uENrl ' ~a ` ' ~ , Z ~ SIUPE PROVIDE ~lEF'I(.Ai SEPARATIQN BETWEEN S'ORM DRAINAGE LINES ~ T~t;'iES
~ 7J r f UH GROSS SECTIONS 01 _ UGH` DUTY PAVEMf N! W~iERE CROSSINGC MA* .";UR "ROV~DE CIEAN~iI;`~~ Al BEND ~ LEG ND PROPOSED) ° Y 5 ~ r~, iNr(, 5?Rt,C~~;Rf ~ ~5 & ' ~ 5~F ~ i'l ~ ~ r i ?"t; i ~ ~
~ AND Nf_AVY" DUf'' PAVEMFN`, ~?EFER fU DE1Ail 2.6~ 2.61 ,'~~~~1 ~ ~
~ ~ ! ~'Ef SNFE~ ~ tO fOR iNI~A, ~ONDIT?ONS 4 ~ h ~ SE! S~hEE_' 2 6' & 6! `,hTF ~)E?All`,
I c ~ ~ V~ ,'~~8 ~ a' . ~~ti',
I ~ ~ ~ i ~ ~ ~ , F N a
~ - - - ¦f - - - 'u4~~PJA(,f ' G E'~ A,L PIE~F ~
~ ~ WATER CONNECTION ~ _ ~ 24 CURB & ~ 1r~" _--5 t F~F 1~~4~"+ I t~
.61 ~ ~ ~ E, 0 ~ ~ ~ ~~ti~ `T~.. 'd ~ ~ ~ GUTTER (TYPICAL) 2.61 P~ ~I a. INl'. ~ ~ ~;i1M fJf~Al!vA . .,'~J!~'E N0 w
h 8 „H t ~ , , t , ~ - ~ ,-N ~~~`a'; , ~ ~ ;
I ~ ~ ~ ~ CONCRETE 9 E; i i, y ,i?~~;~q Tvi;'; ilELCREN~E
STAIRS ~ ~ ,~i 2.61 ,.~,~rl~ ~
r~' i , ~ rr' r ~ 5t~ r r4 'r' 1D'~ rr~ ~8J3. ,;-1~ ~ << ,T ,~I, A _ .---_L.:__~ _ 1 I~,~ 1 ~ i
F3 F r=
I ~ ; ~ . ~ N M _r _ ~
- ~ ~hNf. . _ pIN _ ' . ,T:, ' ~ AN61 AP RAMPS, 2 v c i ~F - ,fi ~tN - . ~ r - _ ~ - , \ , r
~ PARKI G & SIGNS 2,~}~ ~ _ _ r"" - _ a A~ ~ - V` ~ ~ ~
X a LDP ~ " . ~ n , _ ~ ...Tar. r. . ? ~ ~ ~ I ~ _ i A~ ii' a..~,~ DffCH 1 ~`q , f ,
4" CONCRETE ~ ~f~.at~ ~ ~ ~ ~ ~ INV.INm802.64t(PROP ~ ~ - ~ . v~ - - - _ - ~ , ~
' 6 WALK (TY CAL) ,;j 1_i _ ~ ~ CP. ~ ~ 1 i~ I, 'C DU'~ z n r 1 ~ ~ r ~i~AV° ~AV~MI_?~.' N
. r _ ~ 4 D, a ~ 1 HDP ~ c~ .61 ~
r , a~ ~ ~ ! "i , 1 c . V o 0 ' ~ co O
,n ~ ~ ~ ` ,~q ~ ~ ~ 8 s ~ ` ~ ~ + Ni, j ` DETAIL LDP ~ !i,H~ ~'nVE ti1~ `V' ~..r N
t ' I 1 - ~ x e - kOO+ DEADER ~ _ , i i l 2.61 ~ ^ t6 ~ ~ L C
ii r ~V ~,~~V j ~ _ `~Ef. PI t/Mf31 ~f~ 1 l (0 5 V 0 00 ,F-h.wG 1~.'~,~~ ~
N Na ~ ~ t I T • IPF Roh~~l ~A ,E R - ? t 1 .61 ~
- 5 ~ 1 t t _ ~ _ _ U ~f Q ~ o
r~ r - i ~~~,k_ 0
- f~1 w i ~ ~ ~ ~ ~ ~ ~p I i• ~ ~ j ~Ea ~ ~ C
~ , h j~ , _ ~ ~ ~I ~ ~ , ; , - ~ ~ z; ~ ICI ~1 ~ T ~ I ~ 3 rv x ro
t ` t~{ 1~ DOMESTIC WATER. MAINTAIN 18 ~ ; rte' ~ ~ ~ ! s~AEtATbN eEn~EN ununES. ~ ~ ~ ;1 4 CONCRETE ~ 1 ~t ~ o 1 Y
~ i r LDP ° ~ SEE PLUMBING FOR CONTINUA ~ E 11 t ~ 1 ~ WALK (TYPICAL) 2.61 / , -y Z
t - _ ~ ~~I; ~ TYPE K COPPER TUBING , t t rl 1 ; 4 6 L
RAra~ s~oEwA~x a cuRB oowri`~o ? r ~ ~ I t ~ ~ I r~ 9' WIDTH TCH PARKING STALL : ~ , ~ ~ ) l 4~ SS AT 1/4' PER FOOT. j .60 .60 m
v LEAVE 2' UP ABQVE GUTTER LINE. I INTO WET WELL - 789,88 1 r NVERT I 1 i i ~ ~
-'9''.S ~ i 1rn ~ ~ '~F' SEE PLUM9ING FOR CONi1NUATION ~ 1 ~ ~ ~ Ian i i I ~ ~ ~ ~ ~
i Z I ~ 7 7 i J ~r Rihr~ ADt N i ~ y i ~
~ t I ~ ~ h P M IN's' ~i ~1 UNE SLOPES IN THIS AREA WIT}i NORTH I ~ , N I SEE fU B I~ t, _ ~ ! ~ -I I vl ~ AMERICAN GREEN S150 IMMEDIATELY UPON ~ ~ U~ r ~ ~ ~
~ ~ D_ f ~ r,_ ~ ~ ~ COMPLETION OF GRADING. INSTALL PER it 1 i `
~ ~ t-- ~ rnl , 1 MANUFACTURER'S SPECIf1CAT10NS. ` , ' 1 I T t , ( ~ t ~ ~ + - ~ Ih ~ - - i 1 {APPROVED OTHER MAY BE USEDI ' ~ ~ LEGEND EXISTING ~ ° 00 ~ ~ , m ~ ti ~ ~C v
i '1 ~ + , ~ I t r ,kit ; ~ ~ ~ I ~ 3~R tlil I I
- , , ~ ~ ~ NDP I _ ~ ~ ' ~ ~I _ , . ~f ~ ~ ~l ~ ~ ;'VERNEAD ~ ~ i~ ~ ~ CN ='L'wEf* , ;NE ro ,It~ O (n ~ A' Q~
- _ ' i ~ ~ ~ ~ I~~ 1 ~ _ r- _ - 1, - , ~ ~ l f,.,-- ~ - ~ ~ ~ - 7 Y/ i f~
LDP ~ ~ , 'y,b~5' IIIG_J94.(l0 ~ r ~ ~ - ~ / i _ _81 OOl9T ~ , - ~ T r. j ` (D (`1 F~RL~RE R t r 4NE ~ Q)
3 ` PUMP STA 1 r ~ _ _ - _ ,'r~ / 1 /h Nr ~ ~ ~ _ ~ ~ ~ 1 ~1 ~ , ~ ,NS JRVEYF E PR"1Pf-` ~ SINE
1 ~ 94 ~ _ ' - No ~ ~ - - 95 ,
. ~ E I ~ 3 i - ~ - - 9' WIDE GRAVEL DRIVE AT 12.5x ~ ` ~ ~ Y'rl~v ~'IN ~ iNC i4 1`u.
i ~ ~ I I ~ ~ - ~ ~ + } ~ ~ h ~ I ~F--.-- _ FOR MAINTEAWJCE ACCESS TO BALL FlELDS pF ~ J ~ ~ i r ~ ~ I ~ ~ ~ `t ~ ~ r . ~ ' ~ ~ " k - _ 1 SEE DETNL 5 2.61 FOR CROSS SECTION. i i i ~ ~ yb~ ~a ~ z ~ ~
~ I ~ ~ I i ~ 4' ~ I _ 1 . _ - ~ ~ ' i ~ : N~ ~ :N(
~ ~ I? i ~ l i i , ;N.
fCT ~ h ~ S' _ T _ ' s I 4 ~
o ir. u8 ~ HANDICAP RAMPS, R
~ ~ . , ~ ? f~ ~ 2.61 u 1 " ' ~ :PARKING & SIGNS 1 , - , ~ _ ~ _ _ _ , . , _ 1
_ _ ' ..'`.-v~'~' - I h TF '~~N [RrRiii,Nv "R'VA' ~~v }~.~,l~l~ LIk~ SLOPES MI THIS AREA WITH NORTH ~ _ _ _ ' _ ? N U ~ v . , 1 ~~i aV ;N E [ 1NCkF _ f
! _ AID r~ h ~ti r' W Nf ~ t,Ta AMERICIW GREETI S150 IMMEDIATELY UPON ~ ~ ! , ~ G ~ 1 ~ ~r n Nf
-}A~ ~ ETA , , ~i , COMPlET10N OF GRADING. INSTALL PER ~ ~ _ . _ ~ ' r ~ ~ 1
MANUFACTURER'S SPECIFIGITIONS. ~ _ ~ _ - _ ' 1 _ ~ _ 1 (APPROVED OTHER MAY BE USED) _ h~ fwi w Nf i
_ _ _ - I - ? 1
~ 1 r' _ MSS 1 RIP-RAP 24' DEEP 4 ~ ~ _ - _ ` ? ' _ _ P - - _ AND 10 WIDE LACED ON LAYER - _ 13
_ OF NON-WOVEN GEOTEXTIIE FABRIC ~ ` F _ ~ - 1 - ti _ _ . - ~ _ _ z
~ ~ - - ~
~ . ~ 24 CURB & GUTTER _ ~
2.61 TYPICAL
~ ~ ~ F, ~ J ~
s epq ~ ' ~tif R 4 CONC. FLUME Ef n, ' ti ~ ; . r _ ~k
2.61 k 4~,, Oti ~ ; l ~9 c, I `til. t
~ ~
CONC. DUMPSTER PAD
2.61 SURROUND WITH OPAQUE ~ , y ' ~d" ~ m
WOODEN FENCE - I 5 S. 4~ DETEN?ION BASIN # 1 , ~ _ J
GATED AT FRONT. I ~I~r . ~ <-43 . A ~ ;~~M ~ ~ = 60 Q ~ / . Z
~ ~ , ~ ~ (n ~o UHF' ~ ~ ~ _ O ~
/ uc ~ OUTLET ~ F- U E ~ I ~~y ~ ~ ~ ~ z
.60 PROTECTION ` A` t i y~, Q ~ DfTCH {tit `o
E~ , ~ Z ~ ~ \ \ i „1"ij F- Z ~
~ , - a . ~ ; (n
,
PROTECTION 2.60 ' _ _ k ~ ~'S } ~ ~ ~ ~ i ~ _ ~ ~ 1 j
SUBJECT PROPERTY ~s ~ - , ; . ~ i - a ~ ~ ~ ~ ~ CQ
or casro >NC. PARC1~, e ~ ~ r~ o~rna4r CLUB xu?, ( ) ~ ~ ~ ~ ` .t _ ~
PLAT BOOK 80, PIGS 8 ~
BOOK 640-346 2882-201 I _ r i D® n n ~ ~ ~ r,,
I TAY ID: 01-040-189, 189
910 3. BOYD STREET ~ i r ~ , ~i I ~ ~ ~ ' i y 1i,p, r..l ~ Z , ~ ~ _ ~ , I ~ N ~ , ~ ~ , 1- - ~ i i < ' J
T GA3TONIA, NC 28062 ~ ~ [ ~ F~ r !r ~rI ~(ij' - / ~li~
~ I Y J ' ~ V Vii`- ~ J ~ ~ I
~ ~ v ,y ~
~ ) ~r~
jel
TOTAL SITE AREA = 6.57 ACRES .o
tiU n41 TOTAL IMPERVIOUS AREA = 1.22 ACRES - rsheet .30
G S 1 OUTLET of
r 4I: Z .60 PROTECTION 5
x x
3 f

I ' 1333 M 311/15 ' u or - 4 1 sZxov zz•T = vM SflOIAxHdYU 'IV101
I to
Ice i SaHav 49.9 = v2mv US zvjLol
Oct 09 or 91 0 0c Y f V(i alis
I
(tg i
Jd1 - -_(t9 Od 9S ad d i 39VWVO aeoe8 0x 'VDWLM
p 1.9'99L--- I ~~i 3NI unLLn mAy Ja8JS a1I0a •8 OTC
//i, ~ -IN d0ad NT •Ni-UM-10 :m rL d0
1N 301S H~y_ - I 6~6~-Z£9-008-t wa-aeez -o?9 mom aaa Z£'z 3WNov-3 ,8l I d01 S O an srsd •00 XlM LVW hVG >i~3H~ 13AVd ]O l
3 '~bM3^I ~0 NOWW00 ' 914 WA 38O338 b ~d) 'DJa IDWAM &0 aaM JAUGUM MU
(NOIHI „9)
0 00'1,L =kV08~ l Jill( NO113d
w f 4 m NO1L0310 d TIV03NO ON 13AVHO „L 3NO1S dvddla .ZL
1311110 I
G) If 3bMS SSVW y ~v v v a _ CO, I III I dl 6 _ - ? I NOLL03108d 09' 3d0S tf Q l
cn o x]_11 ' I 1311110 ~
0 5; II III M .AAAAV~~~V A•~~ pg's-
K Jo
1 d330a1t l SS MO ( - 4tc
fIl I
- -+9Yd '9NI03300bd Ol b01bd 833N19N3 3Hl HIM 'N91S30 3H1 39NVH3 AVW K - 1 ~ )V4;, gr 1~ 1VH1 'SNOI110N00 (11313 NO SW3l808d MY 31VNIOH000 Ol 80iD f1N00
I 40ce 'zis S11V130 311S NOd Z97 V 1,97 133HS 33S Q LLL= AN) \ ~ d S3 SNOLLION00 1VI11Nl 2103 Ol'Z 133H5 335 OL
Q v 111;1 / -M4L 13 3NO1S - 1n0AVl ALlllln 01`1V ONIOV89 30 NouvnNUNO3 ONIOnIONI NVld 311S 804 OC7 1331HS 33S
0469 = 0301A0ad 'l0A v 1111 I £ s= o n a; n ,roWU
33N3n03S N0113n6ISN03 ONV 3NIVd8VN 10diN00 NOIS083 3H1 2104 097 L33HS
'I vv~ 111 11 i ~oZ=51 YWO N03 H0 13AVa9 L 1 V NJ 10biN00 NOISOa3 3141 804 04'Z 133HS 33S
0 A 1 ~I I I - 00-ZL-.--AVM111dS 'A313 , - - - " - v 'SNOLLVln038 VHSO 803
I, i A A 11 1 V (3aniona1S kV)-00'L9L=Y418 'A313 ? _ ~ S1VnOWONI 9NMdVO 08VO ,IN3.L3dW03. 301AObd
a 00'£LL=114838 'A313 09 'S3i0d 1Hon 013 00'Y9L='ANt ' - 'Nou3na1SNO3
w a / 1 01 ONINNn8 3NV S IlOd 1H911 01314 11V83SVB / i 9NIbn0 S321nSV3W I081N03 NOIS063 0311V1SNl
l# NISV8 NOILNMO L 31VN8d ONnoaoa 00'ZSL='ANI O 8 S33 1 VA18d ON 11 3bVnOb9b30N 8314 b3MOd kisnolJ 83HIO ONV 33N33 IIIS NIVINIVW O Nbd
/d_l ON / / / 'SiN31043211n038 s.83an10Y4nNVW 83d SY IIVISNI 'NNVB
//VAI~II' 9 09.96L=YYt2! 30 WOll08 Ol NNVB 40 d01 W06J (83H10 03AOdddV 80 09CS N3380 NVOI83WV H180N) 83NI1 H0110
9900-ZON OMa '7o/BZ/L 031VO IVAOaddv 30 831131 ~j 1 _ -Z~ ? 'NOIIV'JI311b33 unvno 631VM L04 V 40 IVAOdddV dl3H1 NI Alntlno
831VM 30 NOISING dN303N 31HI A8 Hib04 13S NOIIIONOO V SI 31lS
Ol 1N3W3AO8dWl 'Y99 Ol (SSl) SOIIOS 030N3dsns 1V101 40
O6~ 1 Qv IVAOW38 3141 3AO8dWI 01 S38nSV3W S301AOdd Mdld SIHI i 'ZO/4L/L NO 03AO8ddV ONV VINOISVO 30 AIIO 31H1 01
1 \ I\ ~ _ ~ ~YBiI! 371X11103D N9fAd-NON !0 _ _ - nm (MilnBns NVId 3115 3H1 01 1V1N3W3lddnS SI NVId SIHI Ol
1 i *6L ' z ?N
m v d330 .9L~d M-dIN t~SSYU
6 0019L=VVI8 Z MON wHaHaO l
- ~ / ~ - - _ '1N3W)lNVBW3 3141 NI NOIlV1393A AOOOM 9 _ - v - - - - _ ONV 'AVMIIIdS A3143083W3 31Hl 30 NOI110N03 S
c ~f -e 1 / '1VAOYI38 2104 033N 3H1 aNV NOI1VInWn33V iN3WI03S 4
'1311n0 aN S NV81 3Hl NO NOIS083 ~Z
\ I , I ~L 4 L I '3SV3138 OldV8 001 80 13lino 3HI 30 914199010 l
anv~vv \ ON
•9N18Wfj/4 335/ N01133dSNl ltlnNNtl 3141 NI 030n13N1 38 OInOHS 1tlH1 S1104311 'WnWINIW V 1V
0 O CA) T 'a3N91S30 SV 9NI1V213d0 SI 11 1VHl
I / 3bnSN3 Ol 1N3A3 NIJ V d31-4V kllVnNNV 03103dSNl 38 ainOHS NISV8 3H1
=34 8£508 1 ',klivnNNY 30M1 ISV31 IV 80 'S31VlnWn33tl II 83A3N3HM 03AOW3b 38 OI =34.1 nOHS
/ / it ONV 'SI6830 1331103 01 ON31 IIIM SNISVB NOUN3130 A80 030N3.LX3
'AIIVnNNV 301M1 1SV31 1V 03MOW
11 NO MOND 13A"D -n 0 38 O1nOHS NISV8 NO11143130 A80 030NRX3 NV 40 Sd38V 03SSVbO IIV
m 3 x P° \ - i I I I l 1 co / / I
Sr a6L SMOll04 SV 03W80483d 38 INNS
Y. :SMOII04 SV MY S1N3MMM38 30NVN31NIVW '9NINV3I0 iN3n038J RS 508 ONk11n0321 'SNISVB iSOW Ni OldVa SI NOI1VlnWn33V 1N3104103S ONV 518830 'HSV211
o S J ~l\ I1 1 -NIW ~Z si311n0 30 91419001314n ONV ONIMOW 1N3nO38J 381nO36 SNISVB Ab0 :33NVN31NIVW
i 1 \ 'ONOd 31H1 ONIAV3l Ol 6018d 914IN31ll-i
OD 0 ONV ON11113S MOIIV 01 MOl3Nl 2104 133443 AV8 39ans V 3A31HOY
01 39Vd SIHI NO 0311V130 SY 831114 3NO1S V 30 iSISNOO IIIM ONV NISV8 3141 NIH11M 0311V1SNI 38 IIIM IVAOW38 11431104103S 30
"Orx. - - 38nSV3W 1VN011100V NV 'lVA0W38 SSI Y99 lIV83AO NV 3A31HOV Ol
O 0) / i / 1 1`1\\1 1 ? iii /i; 3df r , S31tlM5 SSVb9 3141 H11M NOIlVN18W03 NI 03Sn Ol SI NISdB SIHl +
W A d10 16 'SZ*O JO IN310IJ3300
2j • , 1 1 1VN011V8 V HIM 03000M A13131dW00 383M 311S 3H1 41 SV V4801S t~•' dV3A-Z V 40 31" 3SY3138 WnWIXVW tl 804 9N111VO 30NVNI(180 _ 831VMV4801S VINOISVO 30 A110 bad 03N91S30 SI NISV8 NOI1143130 SIHl
z# zr4ms sww ,0l 08 = I'H!1 ~r~~ .y 7 LOR-i00 AN'
Z6 l'JR=NJ ANi lVA0W38 SS1 XOS / ` / I•~ _ 1)1 101,N ~
FI-+" (VyJ -
H i H t I I I~ i S3HON1 XIS 30 1HO13H WnWIXVW v
/ I of AIIVnNNV 331M1 1SV31 1V 03MOP1 38 IIVHS S31VMS 03SSVb9 (11
LLJ 11 - -----1 3W'oH { 'NOI1V1393A 40 HIM080 3SN30 V NIVINIVW 01 31VMS 3Hl
,LBO 0 3NIl Wain 31V1303A3b 0NV NOUV1303A 133dSNl 'A11YnNNV 30NO 1SV31 1V (C
/ 'Nlfi ;Of
L~ - - V ~i (~iOS NI N~~121M, ro HI 't~3Ad3" '31VMS 3HI H9nodH1 L33HS NIHI L2i4dtJVS C~
3111 30 ° 15813 ~ r V NI AlN3A3 SMOl4 440Nn8 3141 1VHl 3bnSN3 01 31VMS 3141 1 _ ; " ! N 30V6038 0NV NOIS083 ANY 81J 'AIIVnNNV 30NO 1SY31 1V (Z
N HOa0N0 b0'a b d ~puUp4h~11 ~ / i I I I ~ i O
N 6~ ",NIB 3dl \ 3Nn ON10108 .~"~._n~1 .9NIOV219 ONV
- r S21nO1NOO IVNIO160 NIVINIVW 01 '3903 WV38jsdn 31H1 W08J
O9 09 AIW103dS3 '11431104103S SS30X3 3AOW36 'AIIVnNNV 30NO 1SYT 1V ( L N0113310ad 131N1
>0 9 1. :SMO1103 SV 03W2104213d 38 ITMS
r V 30NVN31NIVW 'Sbn000 NOIIISOd30 1NVOI41N91S 41 '1VA010438 1143104103S 0100183d ONV MVSS333N N3HM ONIGOOS38 ON ONIMOW SV H3ns
RZ a3Nll H3110 S3111A11OV iN3W39VNVP1 SSV80 IVWbON SWOANl 30NVN31NIVW
Ely rn co
3NII M3A3S *39Vd SIHI 11Y130 33S '31nON 3141 ONO_lV NOI1V&IIAN1 3SY380NI 01 S3dOlS %L 803 OOL ONV S3dOlS %Z 604 0OS A83A3
3114Il d31VA M 30V80 IOdS +z7= 031IV1SNI SWVO N03HO 3AVH 111M S31VMS H108 'N1801S 8V3A oM1
j = Z NtM NOONUM N O33YW Z£7 Z Y 804 Sd1Z 40 AIIDO13A 038IS30 3141 ONISSYdbns S31VMS H108 01 3n0 3NIl SV9 - -
Zee 831313 3NOlS v 3d1d 31 3dId 31383NOo a33b03NI3d is 9 S V L s38nlonals :1VOIdAi t 'NISV8 NOUN3130 831VM W801S 3H1 01
n UIS (HOIHl .9) 3lad b3MOd moo, NOU33106d 1311n0 V3aV snomd3dMl 3115 IIV 9NIaniDNl 440Nnb 311S-NO S3168VO
3NO1S dVadla Zl 13AVa0 l 31VMS SIHI '3n0S33 AN0n1N3N HIM a3033S ONV 09 L S N3380 •n•a'b avob 8381^InN 133HS e NV0183WV Hi8ON HIM 03NII 38 01 SI Z 638WnN 31VMS SSV80
ax. 3NIl 33b1 aievm 11V130 'S1N3A3 W601S 91418no S13tldW1 3115 3ZIWINIW ONV
0 0
'sur~ro aro-aaWN N g o ; Q 314I1 30N34 _ - - 3~N3a333a 1IV13O ^ NISV8 3H1 SSVdAS OI 311S 31Hl ONnosv JAONnb 31lS-330 S3188Y3
SUOP"AOU 135 NId NOW ® Shc 31VMS SIHl '3n0S34 AN0nIN3N H11M 03033S ONV 09LS N3380 33N3a3338 31ON lVd3N30 O NVOI83104tl HibON HIIM 03NI-I 38 Ol SI L 838WnN 31VMS SSV80
900 0 Z ~ gr- q aNn04 NId NOW 0 mI Sd10S S = (bA-Z) ALI3013A 'XVW Sd109'4 = (bA-Z) kilOO13A 'XVW
z D:7 3NI1 Ala
~ ~ e x" f i wA ! CD ~0 ~ 3114I1 Alb3dObd a3A3AanSNn 'ON 3anlpn6ls 30VNIV8p M801S %00'Z = 3dolS XVW %OO'Z = 3dOlS 'XVW 3dld IF 3an1Ond1S 30VNIVdO Z l - - - = - - - Xl, = HION31 SC4 = H19N31
3NIl Alb3dobd Z3wms 11 3wms
SNnnlNna C 4C9:1
N31YM f12101S 80! 301AOild Ol NYId 3115 3H1 Ol 30tlY1 ITIvirUd b>L Mok 3NIl M3MC]d
~ ~ ~ SN011100tl SMOHS NOISIA32! tl SY 030(1010 SW3ll sanO1NOO , t (Ggt) av3 83ADd
CEO O z 'S3X,7YNd SN3M3OYNYM 1538 63IYAOWIS :7VONYM NN30JN 6661 7INdY MOH3 N3NY1 NOUVMO-NI
ANN QL i0N 5 ~ 8 'ON 100101jd dIM XOUY:)Oq WS SHION MOM=
(DNILSDCa) (INaDaI ((IHSOdOUa) aNaDal O SROIJDVta INRNHDV IMI xSsVM Nxoss