20091112 Ver 1_More Info Received_20100429

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EVANS ENGINEERING, INC.
ENGINEERS, PLANNERS, SURVEYORS
4609 DUNDAS DRIVE
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RECEiVEn
APR 2 7 2010
W,nst?n-Sala-r
Regcna! O?,ce
GREENSBORO, NORTH CAROLINA 27407
PHONE: [phone] FAX: [phone]
DATE: li - Z 7 - /D
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CLIENT: ZS(j __ P.M.
PROJECT: Jig
APR 2 8 2010
TO:
APR 2 J 2010
From:
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DENR - WATER QUAI.f i-Y
WETLANDS AND S TOM, ATER BRANCH
TO BE DELIVERED[ ?TO BE MAILED[ ] TO BE PICKED UP [ ]
WORLDWIDE EXPRESS [ ] FEDERAL EXPRESS [ ]
COMMENTS:
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EVANS ENGINEERING, INC.
Post Office Box 10285
GREENSBORO, N.C. 27404
Telephone: [phone]
Fax: [phone]
To: Sue Homewood
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Letter
Date: 4-26-10
Subject: Church Crossing Comercial
Subdivision
Mrs. Homewood,
...................................................................................................................................................................................................................................................
I have attached a copy of the revised plans for the Church Crossing Commercial Subdivision showing the
revisions you requested in your previous letter dated April 13, 2010. In this letter, you asked for several revisions
which are listed and explained below.
1. The DWQ asked for BMP supplement sheets for all BMP's entirely filled out. I have attached a supplement
sheet for each BMP filled out with all pertinent information. Some information requested on these sheets does not
apply to our design. Spaces for non-pertinent information have been filled out as N/A on these sheets. For
instance, the biocell supplement sheet asks for information regarding SA waters. Since these biocells are not
located in or near SA waters, this information was filled out as N/A. Also, the biocell supplement sheets ask for
information relating to the mulch depth. This information was filled out as N/A since these biocells are grassed
biocells that do not require a mulch layer. There are several other spaces on these sheets asking for information that
does not relate to our design, and are filled out as N/A on the sheets.
a. Our revision to the plans as an assurance the BMP's will meet the design specifications of the approved plan is
in the form of a note on each BMP detail sheet that states the engineer will certify that the completed BMP was
constructed according to the approved plans and specifications. This note can be found on all BMP detail sheets
b. Construction sequence note #10 on sheet 9 of 9 states that all the BMP's are not to be built until the drainage
areas are stabilized and that silt fence is to be installed on the upstream end of each BMP to keep sediment out each
BMP during its construction.
c. Signed and Notarized copies of the O&M agreements for each BMP, as well as the cover letter for when they
were originally submitted to the DWQ on 10-26-09 are attached to the plans.
d. A copy of the soils report for the field investigation to determine the SHWT elevation is attached with the
supplement sheets.
................. . . ... ................................................ .............. . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................... .... ... . .. . . . . . . . . . .............. .... .. ...... . ... .
336) 854-8877
Drew F
? Please reply ? No reply necessary Signed
F-WA
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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
April 13, 2010
DWQ# 09-1112
Guilford County
CERTIFIED MAIL: 7008 1140 0003 8505 6017
RETURN RECEIPT REQUESTED
Mr. William M. Kotis III
Kotis Holdings LLC
1500 Mill St, Suite 105
Greensboro, NC 27408
Re: Section 401 Water Quality Certification application
Dear Mr. Kotis:
On October 19, 2009, the North Carolina Division of Water Quality (Division) received your application for a
401 General Water Quality Certification to impact 0.097 acres of wetlands and 388 linear feet of streams to
install fill to serve the Church Crossing Commercial Subdivision in Greensboro NC in Guilford County.
Additional information was received on January 19, 2010 and on March 3, 2010 and has been reviewed by the
Division. Additional information is again required in order that we may determine your project's compliance
with 15A NCAC 2H .0500. The Division will require this information in order to process your application to
impact protected wetlands and/or streams on the subject property. Therefore, we will place this project on hold
as incomplete until we receive this additional information, and if we do not receive the additional information
requested below, we will have to move toward denial of your application as required by 15A NCAC 2H.0506.
Please provide the following information so that we may continue to review your project.
1. The DWQ's Request for More Information Letter dated January 21, 2010 asked you to provide a
completed BMP Supplement Form with all of the required items for each of the proposed BMPs.
Several required items were omitted. Please provide the following items in your next submittal or
this?roject will be returned:
?a. An assurance that the installed system will meet design specifications upon initial operation
once the project is complete and the entire drainage area is stabilized.
b. A construction sequence that shows how the bioretention cells and wet detention basin will
be r t t d f d' t r a ti ' 1 +11, t' d' ' t 1,;1; d
F o ec e om se men U11 e en ire ramage area is s a 1 ize . yrrEU /p -09
SNEET c. A copy of the notarized operation and maintenance agreement. r S11 c??sES ArrfcoEp
0 d. A soils report that is based upon an actual field investigation, soil borings and infiltration
tests. County soil maps are not an acceptable source of soils information.
North Carolina Division of Water Quality Winston-Salem Regional Office'
Location: 585 Waughtown St. Winston-Salem, North Carolina 27107
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
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One
NorthCuolina
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William Kotis
DWQ# 09-1112
April 13, 2010
Page 2 of 2
Please respond in writing within 30 calendar days of the date of this letter by submitting two copies of this
information; one copy should be submitted to Sue Homewood at the address on this letterhead, and one copy to
Ian McMillan N. C. Division of Water Quality, Wetlands/401 Certification Unit, 1650 Mail Service Center,
Raleigh, NC 27699-1650. If you will not be able to provide the requested information within that timeframe,
please provide written confirmation that you intend to provide the requested information, and include a specific
timetable delineating when the requested materials will be provided. If we do not hear from you in 30 calendar
days, we will assume that you no longer want to pursue this project and we will consider the project as returned.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or
protected buffers. Please be aware that any impacts requested within your application are not authorized (at
this time) by the Division. If you have any questions, please contact me at 336-771-4964 or
[e-mail].
Sincerely,
?i SZ
Sue Homewood
DWQ Winston-Salem Regional Office
cc: Andy Williams, U. S. Army Corps of Engineers, Raleigh Regulatory Field Office (via email)
Anthony Lester, Evans Engineering Inc (via email)
DWQ Winston-Salem Regional Office
DWQ Wetlands/401 Unit
Permit
oq-Il13-
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
O?O? W ATF90G
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I. PROJECT INFOWAT*N
Project name 120 WIND ROAD & 3800 NORTH CHURCH STREET - WET DETENTION POND #1
Contact person Anthony D. Lester, PE
Phone number 336-854-8877
Date 9/9/2009
Drainage area number 6.12 acres
It. DESIGN 1NF0RNG4TKIN
Site Characteristics
Drainage area 266,587 ftz
Impervious area, post-development 140,263 ftz
% impervious 52.61 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
11,631 ft3 OK
12,737 ft3
OK, volume provided is equal to or in excess of volume required.
N/A ft3
/1/1A ft3
W ft3
N/A ft3
NiA ft3
Y (Y or N)
1.0 in
0.35 (unitless)
0.80 (unitless)
2.98 in/hr OK
6.38 ft3/sec
14.59 ft3/sec
8.21 ft3/sec
836.60 fmsl
835.50 fmsl
/(//A fmsl
836.00 fmsl
835.00 fmsl
830.50 fmsl
829.50 fmsl
1.00 ft
N (Y or N)
fmsl
Data not needed for calculation option #1, but OK if provided.
Data not needed for calculation option #1, but OK if provided.
Form SW401-Wet Detention Basin-Rev.5 Parts I. & II. Design Summary, Page 1 of 2

Permit
(to be provided by D WQ)
II. DESIMI MORMAT 1
Surface Areas
Area, temporary pool 13,078 ft'
Area REQUIRED, permanent pool 8,344 ft'
SA/DA ratio 3.13 (unitless)
Area PROVIDED, permanent pool, Aperm_pool 10,080 ft OK
Area, bottom of 1 Oft vegetated shelf, Abe, shelf 8,061 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abet pond 3,395 ft`
Volumes
Volume, temporary pool
Volume, permanent pool, Vpem-Prbi
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-21b)
Volume, permanent pool, Vperm_pod
Area provided, permanent pool, Apem_pool
Average depth calculated
Average depth used in SA/DA, cl V, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apem _pooi
Area, bottom of 1 Oft vegetated shelf, Abet shelf
Area, sediment cleanout, top elevation (bottom of pond), Abet pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, day, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (He)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basin-Rev.5
12,737 ft3 OK
30,264 ft3
5,985 ft3
19.8% % OK
90 %
N (Y or N)
Y (Y or N)
3.13 (unitless)
Y (Y or N)
30,264 ft' OK
10,080 ft` OK
3.00 ft OK
3.0 ft OK
N (Y or N)
NiA ft`
A/ / A fl`
z
AI M ft
AbA ft
WA ft
AIJA ft
Y (Y or N)
1.25 in
A/ 1,8 in2
0.60 (unitless)
1.10 ft
N (Y or N)
A11A (unitless)
j jA (unitless)
A4M ft
A/,/A ft
8.21 ft3/sec OK
14.59 ft3/sec OK
0.04 ft3/sec
3.65 days
3 :1
10 :1
10.0 ft
3 :1
3.0 :1
Y (Y or N)
1.3 ft
N (Y or N)
Y (Y or N)
Y (Y or N)
8" BOTTOM DRAIN
OK, draws down in 2-5 days.
OK, drawdown time is correct.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts I. & II. Design Summary, Page 2 of 2
Permit Number:
• ' (to be provided by DWQ)
O?O? W ATcz;
FMA
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NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name 120 WIND ROAD & 3800 NORTH CHURCH STREET - BIOCELL #2
Contact name Anthony D. Lester, PE
Phone number 336-854-8877
Date October 15, 2009
Drainage area number 1.42 AC.
II. DESIGN INFORMATION
Site Characteristics
Drainage area 61,855 ft2
Impervious area 33,977 ft2
Percent impervious 54.9% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
N (Y or N)
2.78 in
2.98 in/hr
0.750 ft3/sec
2.147 ft3/sec
1.397 ft3/sec
2,321.0 ft3
4,003.0 ft3 OK
1.5' runoff volume N/A ft3
Pre-development 1-yr, 24-hr runoff /J ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required N/A ft3
Volume provided N/A ft3 OK
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 6,064.0 ft2 OK
Length: 315 ft OK
Width: 20 ft OK
-or- Radius N/A ft OK
Media and Soils Summary
Drawdown time, ponded volume 4.5 hr OK
Drawdown time, to 24 inches below surface 13.5 hr OK
Drawdown time, total: 18 hr
In-situ soil:
Soil permeability N/A in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by weight) 88% OK
% Fines (by weight) 8% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of WS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP Iocaled at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev. 8
July 30, 2009
Permit Number:
(to be provided by DWQ)
833.50 fmsl
Y (Y or N) OK
N (Y or N)
832.75 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
830.5 fmsl
2.25 ft
0.33 ft
Y (Y or N)
10 OK
10 OK
11
829.17 fmsl
825 fmsl
4.17 ft OK
N (Y or N)
0 fmsl
832.75 ft OK
0
3 OK
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
N/A ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
1 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK

X
N/A OK
N/A
Parts I and 11. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
?OF WATF9OG
A'A y
WDENR
'
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INF0111MATION
Project name 120 WIND ROAD & 3800 NORTH CHURCH STREET - BIOCELL #1
Contact name Anthony D. Lester, PE
Phone number 336-854-8877
Date October 15, 2009
Drainage area number 1.94 AC.
A. DESNM INFORMTION
Site Characteristics
Drainage area 84,506 ft2
Impervious area 46,609 ft2
Percent impervious 55.2% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.78 in
1-yr, 24-hr intensity 2.98 in/hr
Pre-development 1-yr, 24-hr peak flow 1.024 ft3/sec
Post-development 1-yr, 24-hr peak flow 3.186 ft3/sec
Pre/Post 1-yr, 24-hr peak control 2.162 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 3,194.0 ft3
Volume provided 3,260.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume N/A ft3
Pre-development 1-yr, 24-hr runoff WA ft3
Post-development 1-yr, 24-hr runoff Nf? ft3
Minimum volume required N/A ft3
Volume provided N/A ft3 OK
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 4,826.0 ft2 OK
Length: 202 ft OK
Width: 25 ft OK
-or- Radius N/A ft OK
Media and Soils Summary
Drawdown time, ponded volume 4.5 hr OK
Drawdown time, to 24 inches below surface 13.5 hr OK
Drawdown time, total: 18 hr
In-situ soil:
Soil permeability N/A in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by weight) 88% OK
% Fines (by weight) 8% OK
% Organic (by weight) 4% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and 11. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include WS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
846.00 fmsl
Y (Y or N) OK
N (Y or N)
845.25 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
843 fmsl
2.25 ft
nIQf+
Y (Y or N)
6 OK
10 OK
1ft
841.67 fmsl
838.5 fmsl
3.17 ft OK
N (Y or N)
0 fmsl
845.25 ft OK
0
0
3 OK
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
N/A ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
1 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
N/A
N/A OK
X
AIIA
Parts I and II. Design Summary, Page 2 of 2
0 FLLP ECS CAROLINAS LLP "Setting the Standard for
? Service"
CAROLINAS Geotechnical - Construction Materials - Environmental - Facilities NC Registered Engineering Firm F-1078
April 23, 2010
Mr. Anthony Lester
Evans Engineering, Inc
P. O. Box 10285
Greensboro, North Carolina 27404
Reference: Report of Seasonal High Water Table Determination
Church Crossing Shopping Center
120 Wind Road
Greensboro, North Carolina
ECS Project 09-18503
Dear Mr. Lester.
ECS Carolinas, LLP (ECS) is pleased. to provide you with our Report of Seasonal High Water
Table (SHWT) Determination for the Church Crossing Shopping Center located at 120 Wind Road
Greensboro, North Carolina. Our services were provided in general accordance with ECS
Proposal No. 09-16234P.
Proiect Information
The site is located at the intersection of Wind Road and North Church Street in Greensboro,
North Carolina. ECS received a site plan provided by Evans Engineering, Inc which identified the
location of the two proposed bio retention storm water management facilities.
Scope of Services
ECS conducted an investigation of the soils to determine the seasonal high water table at the two
proposed bio retention storm water management facilities identified on the site plan provided by
Evans Engineering, Inc. The proposed elevations of the bottom of each of the bio retention cells
were provided by Evans Engineering, Inc. The investigation included drilling soil borings within the
designated area to a depth of 5 to 10 feet below ground surface (bgs) at each proposed bio
retention cell. The properties and characteristics of the soils retrieved from the borings were
observed and recorded in field notes. The properties include texture, depth, the presence of
restrictive horizons, depth to seasonally high water table, coarse fragments, etc. The assessment
was conducted in accordance with current soil science practices and technology and the North
Carolina Division of Water Quality Storm Water Best Management Manual (BMP), dated July,
2007.
Seasonal Hinh Water Table Determination
Below is a summary of the soils retrieved from the borings.
4t511 Koger Boulevard • Greensboro, NC 27407 • T. 336-856-7150 • F: 336-856-7160 • www.ecsiimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Mid-Atlantic, LLC - ECS Southeast, LLC • ECS Texas, LLP
Seasonal High Water Table Determination
Church Crossing Shopping Center
Wind Road
Greensboro, North Carolina
ECS Project 09-18503
April 22, 2010
Bic Retention Cell # 1 is located in the southwest comer of the property near the intersection of
Wind Road and North Church Street.
Boring C-1 -A The surface layer consists of 12 inches of grayish brown loam. The structure appears
to be granular with very friable consistence. The subsurface layer from 12 to 34 inches consists of
reddish yellow clay. The structure appears to be moderate medium subangular blocky with friable,
slightly sticky, slightly plastic consistence. The subsurface layer from 34 to 40 inches consists of
reddish yellow and yellow clay loam. The structure appears to be weak fine subangular blocky with
friable, slightly sticky, slightly plastic consistence. The subsurface layer from 40 to 76 inches
consists of mottled reddish yellow, yellowish red, and white saprolite that has a texture of sandy
loam. The structure appears to be massive. The subsurface layer from 76 to 120 inches consists of
mottled white and yellowish saprolite that has a texture of sandy loam. Few fine and medium
specks of black minerals were observed throughout this layer. The structure of the saprolite
appears to be massive.
Boring C-1-13 The surface layer consists of 6 inches of grayish brown loam. The structure appears
to be granular with very friable consistence. The subsurface layer from 6 to 30 inches consists of
red clay. The structure appears to be moderate medium subangular blocky with friable, slightly
sticky, slightly plastic consistence. The subsurface layer from 30 to 66 inches consists of red clay
loam mixed with reddish yellow saprolite that has a texture of loam. The structure of the clay loam
appears to be weak fine subangular blocky with friable, slightly sticky, slightly plastic consistence.
The structure of the saprolite appears to be massive.
Blo Retention Cell # 2 is located in the southeast comer of the property adjacent to Wind Road
and a stream that dissects the property from north to south.
Boring G2-A The surface layer consists of 10 inches of grayish brown sandy loam. The structure
appears to be granular with very friable consistence. The subsurface layer from 10 to 36 inches
consists of reddish yellow sandy clay loam. The structure appears to be weak fine subangular
blocky with friable, slightly sticky, slightly plastic consistence. The subsurface layer from 36 to 48
inches consists of mottled reddish yellow, yellowish red, and white saprolite that has a texture of
loamy sand. The structure appears to be massive. The subsurface layer from 48 to 54 inches
consists of mottled white, reddish yellow and yellowish saprolite that has a texture of loamy sand.
Few fine and medium specks of black minerals were observed throughout this layer. The structure
appears to be single grain. Few medium and common fine mottles with chroma of less than 2 were
observed throughout this layer
Boring C-2-13 The surface layer consists of 14 inches of grayish brown sandy loam. The structure
appears to be granular with very friable consistence. The subsurface layer from 14 to 30 inches
consists of red clay. The structure appears to be moderate medium subangular blocky with friable,
slightly sticky, slightly plastic consistence. The subsurface layer from 30 to 48 inches consists of
red clay loam mixed with reddish yellow saprolite that has a texture of loam. The structure of the
clay loam appears to be weak fine subangular blocky with friable, slightly sticky, slightly plastic
consistence. The structure of the saprolite appears to be massive. The subsurface layer from 48 to
60 inches consists of mottled white, reddish yellow and yellowish saprolite that has a texture of
loam. Few fine and medium specks of black minerals were observed throughout this layer. The
structure appears to be massive.
Seasonal High Water Table Determination
Church Crossing Shopping Center
Wind Road
Greensboro, North Carolina
ECS Project 09-18503
April 22, 2010
Conclusions
Bio Retention Cell # 1
The SHWT at Boring C-1 -A was found to be greater 120 inches bgs. The surface elevation per the
site plan appears to be 850.00 feet. The elevation of the SHWT at Boring C-1-A is below 840 feet.
The SHWT at Boring C-1-B was found to be greater than 66 inches bgs. The surface elevation per
the site plan appears to be 843.00 feet. The elevation of the SHWT at Boring C-1-B is below
838.5.00 feet.
A bio retention cell requires the SHWT to must be at least 2 feet below the bottom of the basin. The
proposed bottom elevation of Bio Retention Cell # 1 is 843.00 feet. The elevation of the SHWT
found in C-1-A was below 840.00 feet and below 838.50 feet at C-1-B. The separation appears to
be greater than 2 feet, meeting the requirements in the BMP.
Bio Retention Cell # 2
The SHWT at Boring C-2-A was observed at 48 inches bgs. The surface elevation per the site plan
appears to be 830 feet. The elevation of the SHWT at Boring C-2-A is 826.00 feet. The SHWT at
Boring C-2-B was observed at 48 inches bgs. The surface elevation per the site plan appears to be
830.00 feet. The elevation of the SHWT at Boring C-2-B is 825.00 feet.
A bio retention cell requires the SHWT to be at least 2 feet below the bottom of the basin. The
proposed bottom elevation of Bio Retention Cell is 830.00 feet. The elevation of the SHWT found in
C-2-A' was observed at 827.50 feet and in C-2-B was observed at 825.00 feet. The separation
appears to be greater than 2 feet, meeting the requirements in the BMP.
Closina
ECS is pleased to offer you our professional
your site analysis needs in the future. If you
please contact us at 336-362-4905.
Respectfully,
ECS
Joseph A.I
Senior Soil
Attachments: Figure 1 -
Figure 2 -
services and we look forward to assisting in any of
have any questions or require further assistance,
p SOIL se/
o H A. jy F?j•

'Cocation Map - Bio Cell # 1
Location Map - Bio Cell # 2
3
Denise M. Poulos, LSS
Principal Scientist

v .?
al;;R 41?
r
1"LL : 111
_
16 p
• `? ?;._: .ur:.i :-sue ?•
T s
C-1-A C-I-B
.? '?? r ? ` _r.?1"? ?A {. ? - cif' 1-•.-• _.
r
r
W.IND ROAD ' `?..

r?
a?
CiOC
.r .rte
7
FIGURE 1
SOURCE:
SHWT BORING LOCATION MAP
EVANS ENGINEERING, INC Erup BIO CELL #1
CHURCH CROSSING SHOPPING CENTER
SCALE 1 INCH = -35 FEET WIND ROAD
?+??/y ?A'AC GREENSBORO, NORTH CAROLINA
CAROU ? ?7
ECS PROJECT NO. 09-18503

r s
owe y+ t ' :s
ssa s?? i
?. i C-2-A
l4i
"AM Kc 1 (14
r
• f PROP0
...
BM4Xl
C-2-B f t
Y
Pow
'r ?" •- LEGEND
-- ?•-- - T C-2-A SHWT BORING LOCATION
C-2-B SHWT BORING LOCATION
-? FIGURE 2
SOURCE:
SHWT BORING LOCATION MAP
EVANS ENGINEERING, INC BIO CELL #2
CHURCH CROSSING SHOPPING CENTER
SCALE 1 INCH = 35 FEET WIND ROAD
?p??y-?? ??+ GREENSBORO, NORTH CAROLINA
ECS PROJECT N0.09-18503
EVANS ENGINEERIN(
ENGINEERS, PLANNERS,
4609 DUNDAS DR
GREENSBORO, NORTH CAF
PHONE: [phone] FAX:
DATE: 10 -16 CLIENT: 2-6"0 -

PROJECT: S'S
TO:
• ,®®o rlsier? .
P.M.
r
L? /C"
? //?//? Z7691- 161-0
From:
fw Ii.
TO BE DELIVERED [ ] TO BE MAILED (X] TO BE PICKED UP [ ]
WORLDWIDE EXPRESS[ ] FEDERAL EXPRESS [ ]
COMMENTS:
s
S
D

l?1ar? : r ? ?a JtiGwn?? T F sGs ?aP 0 Al g?'*.wr 4*4 AIL
? SST.
ANTHONY D. LESTER,.P.E., P.L.S.
Vice-President
ENGINEERS :.`..
PLANNERS
SURVEYORS EVANSENGINEERING,ING
4609 Dundas Drive
Greensboro, NC 27407
Phone: [phone]]
P.O. Box 10285 Far: (336) 854-88j 6
Greensboro, NC 27404 e-mail: [e-mail]
C) C 1 2.
A.M.
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ELI not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be mininnized to the
maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element.
The entire BMP
The perimeter of the wet
detention basin
Potential problem:
Trash/ debris is present.
Areas of bare soil and/or
erosive gullies have formed.
Vegetation is too short or too
How I will remediate the problem:
Remove the trash/ debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application
Maintain vegetation at a height of
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev. 4
Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element. Potential roblem: How I will remediate the roblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise dama ed.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid

The forebay future problems with erosion.
Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion problems'
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on

The vegetated shelf
Best professional practices the plants rather than s ra in .
Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying- problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on

The main treatment area
Sediment has accumulated to the lams rather than s ra in .
Search for the source of the
a depth greater than thee sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50 % of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
r
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential roblem: will remediate the roblem:
The embankment Shrubs have starte
gr e
e shrubs immediately.
on the embankmen
Evidence of muskr aps to remove muskrats and
beaver activity is pr T
t a prof essional to remove
s.
A tree has started to lt a dam safety specit to
the embankment. e the tree.
An annual inspectioy an ae all needed repairs.
appropriate professional
shows that the embankment
needs re air, if a licable
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.

The receiving water The outlet device is dama ed
Erosion or other signs of Repair or re lace the outlet device.
Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
p Permanent Pool Elevation
Sediment Removal Pe anen Pool
--------------- Volume Sediment Removal Elevation
Bottom Elevatio Volume
-ft Min. --------------------------------
Sediment Bottom Elevation 1-ft
Storage
Sedimer
FOREBAY Storage
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: 120 WIND ROAD & 3800 NORTH CHURCH STREET - WET
DETENTION POND #1
BMP drainage area number:6.12 Ac.
Print name: William M. Kotis III
Title:President CEO
Address:1500Mill Street Suite 105 Greensboro NC 27408
Phone:[phone], /
Signature:
Date: la - ZO -O??
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, 410he W 4k1 ('15 a Notary Public for the State of
IV°%* County of ??;/ >r? , do hereby certify that
K/ Mi u ux M. 90+ i 5 personally appeared before me this Z 0
day of 01 fo bty- 00 , and acknowledge the due execution of the
forgoing wet detention basin intenance requirements. Witness my hand and official
seal,
?,?NEW ATkil,?
TARy
E30"
? 1?Z01. 2
G? AV S
C0
SEAL
My commission expires_ ! - 1 1-2b 13
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
The entire BMP
The perimeter of the
bioretention cell
The inlet devic pipe,
e stone verge or Swale
Potential problems.
Trash/debris is present
Areas of bare soil and/or
erosive gullies have formed.
The pipe is clogged (if
The pipe is cracked or
otherwise damaged (if
Erosion is occurring in the
Swale (if applicable).
Stone verge is clogged or
covered in sediment (if
applicable).
How I will remediate the probler
Remove the trash/ debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application
Unclog the pipe. Dispose of the
sediment off-site.
Replace the pipe.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion
Remove sediment and clogged
stone and replace with clean stone.
Form SW401-Bioretention O&M-Rev.3
Page 1 of 4
BMP element:
The pretreatment area
The bioretention cell:
vegetation
The bioretention cell:
soils and mulch
Potential roblems: How I will remediate the problem:
Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
es have formed. Restabilize the area after adin .
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the retreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
Erevent future erosion roblems.
eeds are present. Remove the weeds, preferably by
f hand.
Bes
professional practices Prune according to best professional
ow that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates

Tree stakes/wires are present it is necessary.
Remove tree stake/wires (which
six months after planting. can kill the tree if not removed)

Mulch is breaking down or .
Spot mulch if there are only random
has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at

Soils and/or mulch are a maximum depth of three inches.
Determine the extent of the clo
i

clogged with sediment. gg
ng
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new plantinz media.
Form SW401-Bioretention O&M-Rev.3
Page 2 of 4
BMP element:
The underdrain system
(if applicable) fPP ten tial roblems:
gging has occurred. How I will remediate the roblem:
Wash out the underdrain system.
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.

The receiving water The drop inlet is dama ed
Erosion or other signs of Re air or re lace the drop inlet.
Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: 120 WIND ROAD & 3800 NORTH CHURCH STREET - BIOCELL 41
BMP drainage area number: 1.94 Ac.
Print name:William M. Kotis, III
Title: President, CEO
Address: 1500 Mill Street, Suite 105 Greensboro, NC 27408
Phone:3
Signature:
Date: /D -024 - d 9 v
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, At 0 h ew i4 k i r,5 , a Notary Public for the State of
No??'fn C4yo Ii n q , County of Gu f ?PKJ , do hereby certify that
W d kvi,4A ? • c? f-i5 ?f l personally appeared before me this
day of Otb be y 1. 00 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my h d and official seal,
W Ar4j?ri
? My con% EWZol"Wa?
oR0 C OVA
'II;??O
SEAL
My commission expires_ l (_ 1q.- 2,0 ( 3
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediatel y.
BMP element:
The entire BMP Potential roblems: How I will r !mediate the problem:

The perimeter of the Trash/debris is resent.
Areas of bare soil and/or Remove the trash /debris.
R

bioretention cell
erosive gullies have formed. egrade the soil if necessary to
remove the
gully, and then plant a
ground cover and water until it is
established. Provide lime and a
inlet device: pipe,

t The is clogged f
pipe (i one-time
fertilizer application.
Unclog the pipe. Dispose of the
s
one verge or swale a licable). sediment off-site.
The pipe is cracked or Replace the, pipe.
otherwise damaged (if
a licable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable), smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion

Stone verge is clogged or .
Remove sediment and clogged
covered in sediment (if stone and replace with clean stone

a licable . .
Form SW401-Bioretention O&M-Rev.3
Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random

•••?-?_• lids noarea away
Soils and/or mulch are
clogged with sediment.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Determine the extent of the clogging
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new plantinz media.
Form SW401-Bioretention O&M-Rev.3
Page 2 of 4

BMP element: Potential roblems: How I will remediate the roblem:
r
e underdrain system Clogging has occurred. Wash out the underdrain system.
a licable)
e drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The dro inlet is dama ed Re air or re lace the dro inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.')
Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: 120 WIND ROAD & 3800 NORTH CHURCH STREET - BIOCELL #2
BMP drainage area number: 1.42 Ac
Print name: William M. Kotis III
Title:President CEO
Address: 1500 Mill Street Suite 105 Greensboro NC 27408
Phone: [phone]
Signature:
Date:- %a - ?O - O
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
Afpbr * 4wc t a a County of A, do hereby certify that
personally appeared before me this 7.0
day of and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand official seal
ev ?NEW 77
4 0 Ta4? tit)p
AV Cana Expires
G)
Ala,, V e ??6
SEAL

My commission expires- 11-14-1110 ()
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
~q-te ~ 2-
5 'A 1~ ' .
tm.~
APR ~ 20f0
A 1 ~ o • ~~tra ru~l~ E
9 9 GSP,~O S'fC,'tlms~t°< o U
LANDSCAPE APPROVAL AND INSPECTION C
I N
® A LANDSCAPE PLAN (which depicts the plant types and locations) Must Be
Submitted To The Planning Department For Review And Approval On or Before ° 1~~~~ ~ ~ 0
_ 90 Da s). ( Y
~ ~ -
~ ~t -O
® THE Required LANDSCAPE PLANT MATERIAL Must Be Installed And Inspected PROJECT SUMMARY SITE Q~~ ~°P° ~ 00
Prior To Receiving A Certificate of Occupancy. COVER SHEET APPLICATION FOR PPLICATION FORM (Revised July 18, 2007) ~ ~~5 GAP ~ ~ fl
Te re uest an ins ection contact Landsca e Watershed Planner at 336-373-2918 q P P~ N A Greensboro City Planr Minimum Number Of Required Parking Spaces: sboro City Planning Department w ~ ~ W
Mailing Address P.O. Box 3136, G '.0. Box 3136, Greensboro, NC 27402-3136 ~ N R4P°
Total Number Of Provided Parking Spaces: NA Office Address: 300 West Washington ~ tia~R~ ~ West Washington Street, Greensboro, NC 27402 ~ P`S~PN ~ ~ . .
WiNp ROAD L ~
If you have any questions about the process call Jimmy Pers< Plat book and/or Deed book Reference: P.B. 123, PG. 56, LOTS ~1-5 ;all Jimmy Person with the Planning Department at 336-412-5739 u~i o ~ ~ r
PLAN TYPE: REVIEW FEE: ~ o ~ ~ ~ I
N. CHURCH STREET -MINOR THOROUGHFARE TREE PRESERVATION APPROVAL AND INSPECTION Street Classification(s): _ Site Plans $400 plus $20 per 1,000 sq. ft. per 1,000 sq. ft. gross floor area ~ ~ ~ ~
WIND ROAD LOCAL ROAD Multifamily Developments $400 plus $25 per dwelling unit w z ~ N per dwelling unit ~ ~ ~ ~
® The Required TREE PROTECTION FENCING Must. Be Installed and Inspected ~ KOTIS PROPERTIES Single Family Subdivisions $260 plus $40 per lat per lot ~ ~ ~ z 0
Prior to Land Disturbance. Developers Name. $260 plus the per lot, square f. DENNY ROAD ~ er lot, square footage, or dwelling unit listed below applied to any ~ ~
1500 MILL STREET, SUITE 105 GREENSBORO, NC 27408 Minor Revisions increase. Address: N
To request apre-construction meeting contact the Urban Forester at 336-373-2150 plans to the Planning Department for review. ° ' '
336-574-2000 Submit 14 copies of plans to the P e Installed And Ins ected Prior To Daytime Phone Number: ? TFIE Required REFORESTATION AREA Must B p Plan review takes 7-10 working Boys; the Planning Departure VICINITY MAP ~ inning Department staff will contact you when your plan is ready. ~
Receiving A Certificate of Occupancy. NO SCALE W
Existin Land Use: VACANT SIC : 1 PROJECT SUI 9 ~ PROJECT SUMMARY.• ~
KOTIS PROPERTIES VICINITY MAP o
Owner A licant: ~ ~
WILLIAM KOTIS III Re art Comments to. z N
Tele hone Number: 336-574-2000 )0 Fox Number: 336-574-2001 ~ z
E-Mail: N/A z
ZONING APPROVAL AND INSPECTION Stormwater Management Watershed The items checked below have not been included on this plan being submitted for ~ O Technical Review Committee review and approval. It is understood that additional ~
iv Aisles Must Be PAVED And Re art Comments to: ANTHONY LESTER ? The Required Parking Spaces And Dr e reviews in the development process (including constructiion and utility plan review, W O
STRIPED Prior To Receiving a Certificate of Occupancy. Stormwater Control Im rovements s NA Tele Wane Number: 336-854-8877 / P 77 336-854-8876 as indicated below) could affect the amount of development possible on this site W m Fax Number: and the costs associated with this development: z
E-Moa: [e-mail] ~ z z w
W W
* Maximum Amount of BUA Allowed Per Stormwater Control Tax Map Block Parcel S TAX MAP: ACL-431-1-11, ? Tank Permit required X31 ~ 5, ~ 6, 22, 8C 23 ? Sidewalk, Road Widening and Turn Lanes (n ~
(Contact Zoning Office Office at 336-373-2630) NA Total Tract Acrea e: TOTAL AREA: ±17.3587 ACRE Design: Re uired sidewalk alon existin streets, re uired road widenin and or re uired z 3587 ACRES q 9 9 q 9. / q ~ turn lanes have not been depicted and their design has not been reviewed. Q
zonin District: ZONING: CD-HB I understand that the review and approval of said improvements will occur during W ~
? Sign Permit required* watershed Desi nation: WATERSHED CLASSIFICATION: NA the construction and utility plan process. _ ION: NA ~
(Contact Zoning Office at 336-373-2630).
> 2,000 FT (APPROX.) Pro osed use: VACANT FOR NOW Distance to Nearest Floodway: ? Water and Sanitary Sewer ~
Number of Lots: 5 Full design information for the proposed water and sanitary sewer system ~ Q has not been depicted and their design has not been reviewed. I understand ~
On-site soil t es s : Vu B, CfB yP ( ) Multifamil Develo ments: of Units NA that the review and approval of said improvements will occur during the ~ z construction and utility plan review process. ~ ~
HYDROLOGIC GROUPS B & C z o
Hydrology groups(s): T e: A artments T~ is Townhomes Condominiums
Non-Residential Develo ers: Existin GFA 64,628 SF ±10.00 AC. (57.61 64,628 SF 46,338 SF Pro osed GFA "L O
Amount Of site to be disturbed: 93 AC. ?BMP ~ ~ Full design information for the proposed water quality/quantity device (BMP) L ~
AND INSPECTION Amout of Existin BuA: 301 657 SF. 6.93 AC. WATERSHED APPROVAL has not been depicted and its design has not been reviewed. I understand ~
Amount of ro osed BUA: 4.34 AC. (25.00°/0) ? A FINAL PLAT Must Be Recorded In The Guilford County Register Of Deeds that the review and approval of said improvements will occur during the Q-
PROJECT SUBMISSIC Prior To Receiving A Certificate of Occupancy. )JECT SUBMISSION GUIDELINES construction and utility plan review process. ~ Uj W ~
Plans submitted to the Planning Department that do not include not be rewiewed, and will be returne do not include the items on the Design Review Application Form will ~ i will be returned to the contact person. Q ~
? Construction of the WATER QUALITY DEVICE (POND) Must Be Complete ? STORM SEWER ~ ~
FINANCIAL RESPONSIBILITY ACKNOWLEDGEMENT This portion of the cover steet must be filled out and signed by and the Engineers Certification of Completion Sent To The Planning :and signed by the person designating the site to show that he/she Full design information for the storm sewer system and/or grading has not ~ ~ formation to submit a plan to the Planning Department. been depicted and its design has not been reviewed. I understand that the
I to Of OCCU anC has rend and provided the required information to s~ Department Prior To Receiving A Certlf ca p y review and approval of said improvements will occur during the construction
KOTIS PROPERTIES is to rovide a One ear I have read, understood and completed the attached P Y ed the attached plan to the best of my knowledge and ability. and utility plan review process.
warranty to guarantee the public improvement from failure due to faulty
workmanship or materials. once the project is complete, this individual or Name: Pn< Phone: Date:
corporation will be required to sign a notarized agreement, upon completion
and return of this a reement, they will receive a final acceptance letter and 9 E-
the year warranty will begin. The City of Greensboro will not release bonds SHEET TITLE SHEET cn w
FLOODPLAIN APPROVAL or accept public infrastructure for maintenance without a final Inspection. Individual Responsible for Preparation of the Plan Signature /Seal ~ ~
COVER SHEET_________________ ~ I- " s- (/l 0 Q- -D ~ .
? Elevation Certification Re aired OVERALL STORM DRAINAGE & WATERSHED PLAN- _ q .D PLAN---------- 2 ~ ~ _ ° ~
? Floodplain Development Permit Required POND #1 DETAIL- _ _ _ _ _ _ _ _ - 3 Q o U ~ ~
WILLIAM M. KOTIS, III (PRESIDENT, CEO) POND #1 SECTION VIEW DETAIL- _ _ _ _ _ _ _ ~ ~ ~ ~
POND #1 LANDSCAPE PLAN- _ _ _ _ _ _ _ _ _ _ Financial Responsibility Individual or Corporation Signature BIOCELL 1 DETAIL- _ _ _ _ _ _ _ _ _ _ _ _ 5 0 ~ _ ~
# - 6 7 Watershed Plan Approved By The Technical Review a o ~ ~ ~
BIOCELL #2 DETAIL ° zz U°
EROSION CONTROL PLAN- _ _ _ _ _ _ 9 Committee (TRC) on ~ O o ° c ~ o
ADDRESS: KOTIS PROPERTIES DETAIL SHEET- _ _ _ _ _ _ _ _ _ _ SOIL EROSION CONTROL N N~ ~~L=
Contact Erosion Control Officer at 336-373-2158) 1500 MILL STREET, SUITE 105 (
? Watershed Pond Construction/Surety Or Improvement Guarantee Must GREENSBORO, NC 27408 and or Site Plan, Subdivision, Grou Develo ment, Clearin Crubbin ~ ~ ° ° ~ / P P 9~ 9 cn vz~~
Be Submitted. Date Map Revised:
- B Approved by , nn
TELEPHONE: [phone] Revisions y -
3-2-10 EVANS EVANS ENGINEERING, INC.
4-26-10 EVANS EVANS ENGINEERING, INC. TRACKING NuMBEH
This Area Reserved for Water Resources Construction NOTE: TRC- approval represents the
ENGINEERING CONSTRUCTION APPROVAL Approval Stamp.
(Contact Engineering Division at 336-373-2302) maximum possible development of the site.
Additional reviews in the development
? Utility Construction Plan Approval Required*
TRANSPORTATION AF ATION APPROVAL process (including Construction Plan review)
? Pavement Cut Permit May Be Required* (Contact GDOT at 336-37 Tat 336-373-GDOT) could reduce the amount of development ~
? Roadway Construction Plans Required*
? Storm Sewer S stem. Driveway Permit: possible on this site. ~ L
y z
it To Tie Into Storm Sewer S stem ? Permit Requ ed y ? City of Greensboro Driveway Permit Requlr ~mit Required O z
? Driveway Culvert inspection Required. 0
? N.C. Department Of Transportation Drivew~ NOTE: Conformance With This A roved ion Driveway Permit Required. pp ~ > ~
Plan Is Your Resposibility; And Any ~ m
Drivewa Permit Issued? YES N/A Change In Land Use, Lot Lines, Building
Y Location, Parking, Doves, Utility Lines, ~ ~
uI~DING PERMIT Landscaping, etc. Must Be Resubmitted To z z
NO DO NOT ISSUE BUILDING PE WATER RESOURCES CONSTRUCTION APPROVAL '
(Contact Resources at 336-373-2055) The Planning Department To Eliminate ~ ~
Water System* Delay In the Review Process. ~ W °
SUBDIVISION APPF ION APPROVAL N ~ ~
n State Water Permit Required.
? A FINAL PLAT Must Be Recorded In The C d In The Guilford County Register o U
El Outside City Utility Agreement And Annexation Petition Required. Of Deeds Prior To Issuance Of A Building A Building Permit. CD
E 0
Sanitary Sewer SYstem*
? State Sanitary Sewer System Permit Required.
? Outside City-Utility Agreement And Annexation Petition Required. Final Plat Recorded? YES N/A (CLERK OF THE TRC) (DATE) z CL C.0 4 U W
*Fee required before construction plans are released. U Un
NO, DO NOT IS` DO NOT ISSUE PERMIT. o Q) 0 Cho'
I- cn V)

\
v ~ ~ V _ ~ ~ _ _ ~ ~ I '
_ - ~ - c= 0.80 P!P E CHART LINE TABLE _ ( ~ _ \ \ ~ \ _ I / 1. AREA DETERMINED BY D.M.D. METHOD
~ LINE BEARING DISTANCE ( \ \ ~ ~ 1= 5.75 IN/HR DESIGNS' DESIGN STORM =10 YR
\ ~ ~ \ L-1 N84°5757"E 18.91 - ~ a ~ - ! ~ _ - - - - _ ~ AREA TOT. Q SLOPE ~ I PEE REQ. CAP. PIPE USm SLOPE CAF SLOPE CAP. LENGTH 2• THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA
L-2 S02°34'09"W 103.12 \ 1 ( ~ 1 , ' ~ , - - - _ N0. (Acre) (Acre) C X I (C. F.S.) (inches) (C. F.S. (Aches Usm % C.F. ~ I ~ ) ) O L-3 S02 33'38"W 100.19 i ~ I / USED (C. F.S.) (L.F.) ~ AS DETERMINED BY THE DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT
\ L-4 S02°41'28"W 1 1.5 / ~ / ~ v 3 5 I / I ~ I \ \ 1 0.16 0.16 4.60 0.74 15 0.01 0.74 1 PER PANEL MAP 3710786600) DATED JUNE 18, 2007. ZONE X (SEE DESCRIPTOR). o Q
L-5 N02'10'19;;E 33.40 / \ \ 5 0.50 4.51 v \ ~ _ 0.50 4.58 32.49 ~
~ L-6 N87°49'29 W 79.80 I I ~ \ , ' - - _ 2 0.10 0.26 4.60 1.20 15 0.03 1.20 15 0.50 4.51 0.50 4.58 30.03 3. DEEDS OF REFERENCE W
L-7 N87°52'03"W 67.93 i I ~ _ ~ _ ~ ~ ~ v v 3 0.04 0.30 4.60 1.38 15 0.05 1.38 15 4. i _ \ / 0.50 5 L-8 S82°53'05"W 24.61 I ~ „ v / v 4 0.27 0.50 4.58 162.25 DEED BOOK 4579 PAGE 1103 IS SUBJECT PROPERTY. SITE RoP~ DEED BOOK 4579 PAGE 1105 IS SUBJECT PROPERTY. W QE>- ~
~ 1 ~ / I ~ \ \ 0.57 4.60 2.62 15 0.16 2.62 15 0.50 4.51 L-9 S77°51'43"W 27.08 1 I - ' - ~ v 5 0.01 0.58 4.60 2.67 15 0.17 2.67 15 0.50 4.5E 0.50 4.58 30.24 W c~°' z
1.-10 N84°5915"E 50.65 ~ 1 ~ ~ v 1 I ~ 6 0.52 0.52 4.60 2.39 15 0.14 2.39 15 4 0.50 4.58 153.55 4. THIS SURVEY IS OF AN ACTUAL FIELD SURVEY HAVING AN ERROR ~ SEES } 0.50 4.58 102.00 OF 1':17,521' J.M. W
L-11 S84°58'23"E 49.78 I I ~ 0.50 .5Z _ ( I I 7 0.1 I ~ I ~ ~ 5 0.67 4.60 3.08 15 0.23 3.08 15 0.50 4.51 0.50 4.58 33.00 ~ 6. 756,146 SQUARE FEET OR 17.3587 ACRES TOTAL ~ RCN RoP°
I I ~ ~I / / - v , 8 0.46 0.46 4.60 2.12 15 0.11 2.12 15 0.50 4.51 0.50 4.58 36.86 o ,a cN
I I I ~ / 9 0.13 sroRM sTRUCruRES / / I ,1 i, o~ ~ ~ ~ ~ ~ 1.26 4.60 5.80 15 0.80 5.80 15 1.00 6.41 z P15CP ~ 1.00 6.48 128.95 7, pASHED LINES SHOWN NOT SURVEYED = WIND ROAD
sTRUCT. TOP ELEV. INV. IN INV IN INV oUT ~ ~ 1 ~ ~ ~ ~ ~ Q~ - 10 0.41 1.67 4.60 7.68 18 0.53 7.68 18 0.55 7.8' - F.E.S. A" 000.00 000.00 000.00 829.34 I I ~ ' , ~ , ~ ~ ~ ~ 0.55 7.81 137.67 I , U
M.H. "B" 844.54 830.04 000.00 829.94 \ _ , ' ~ , ti ~ ~ ~ 11 0.40 2.65 4.60 12.19 24 0.29 12.19 24 0.50 16.0 I I ~ ~ s, ~ 0.50 16.04 207.68 dl 8. TITLE COMMITMENT N0. 200800132CA -INVESTORS TITLE INSURANCE COMPANY ~ o
D.I. "C" 842.47 830.90 000.00 830.72 ! , ~ , - Q~'.1a i ~ 12 0.00 2.65 4.60 12.19 24 0.29 12.19 24 0.50 16.0 l ~ ~ ~ D.I. "D" 840.96 833.53 000.00 833.38 ~ ~ , - ~ ~ pw ~ 0.50 16.04 147.83 ~ JII 9. TAX MAP -SEE MAP. « ~ J
~j .(i ~ \ 1 13 0.40 3.05 4.60 14.03 24 0.38 14.03 24 0.50 16.0 D.l. "E" 842.25 836.58 000.00 836.45 I ~ , = ~ / i/ - - \ _ ~ i~ 14 0.10 3.15 4. 0.50 16.04 54A3 I) o w
_ _ D.I. "F" 847.20 842.65 000.00 838.25 \ ~ , _ y ~ \ 60 14.49 24 0.41 14.49 24 0.50 16.0 D.I. "G" / ~ _ , , - - _ ~ ~ _ _ , ~ 15 1.24 4.39 4.60 20.19 24 0.79 20.19 24 1 0.50 16.04 175.75 (-10. ALL DISTANCES SHOWN ARE HORIZONTAL FEET UNLESS OTHERWISE NOTED.
D.I...H,. ~ _ _ ~ ~ ~ .00 22.6 1.00 22.68 33.75 ~ J 0.50 4.58 91.03 THERE ARE NORTH CAROLINA GRID MONUMENTS WITHIN 2000' OF PROPERTY, SEE MAP FOR oENNr Rono
D.I. "I° ~ ~ - ' \ , ~ ~ ~ 1 , ~ 16 0.67 0.67 4.60 3.08 15 0.23 3.08 15 0.50 4.5E F.E.S. 000.00 000.00 000.00 828.21 I , ~ V / _ i ~ - - - _ ~ / 17 0.24 0.91 4.60 4.19 15 0.42 4.19 15 0.50 4.5E 0.50 4.58 85.12 Ji TIES. NORTH CAROLINA GRID MONUMENT "WHARTON" WAS USED AS A BASE ELEVATION FOR
C.I. "K" 838.07 828.57 OOD.00 828.47 I T ~ % ~ ~ ____gE;O ~ / , 18 0.14 0.14 4.60 0.64 0.50 4.58 44.69 ~ TOPOGRAPHIC INFORMATION. INFORMATION FROM PLAT BOOK 123 PAGE 56 WAS USED IN
C.I. "L" 838.52 829.74 000.00 829.14 ~ ~ ~ / / ~ 15 0.01 0.64 15 0.50 4.5E F.E.S. "M" 000.00 836.71 000.40 000.00 ( ! /i ~ -~e•' ~ / 19 0.01 0.01 4.60 0.05 15 0.00 0.05 1 I ~ ~ ~ R./ / ~ i / 5 0.50 4.5E 0.50 4.58 29.80 ~ CONJUNCTION WITH MONUMENT "WHARTON" TO REESTABLISH A GRID BEARING (SEE REBAR
C.I. "N" 869.46 000.00 000.00 863.56 i ~ \ ~ i ~ ~a / ~ 20 0.13 0.28 4.60 1.29 15 0.04 1.29 15 0.50 4.5E C.I. "0" 869.35 862.73 000.00 862.05 ~ ~ - ~ ~ D~,~ / 0.50 4.58 75.13 "A"). MONUMENT "GULF" HAS BEEN DESTROYED DUE TO SIDEWALK CONSTRUCTION. V C TY M A P
M.H. "P" 866.86 ooa.oo ooo.ao ooo.oo ~ ~ 1 ® / 21 0.11 1.30 4.60 5.98 15 0.85 5.98 15 1.00 6.4E _ 1 / 1.00 6.48 113.99 NO SCALE
C.I. Q 859.91 A=849.51 E=849.21 848.91 / j / i _ ~ f/ / / 22 0.30 1.60 4.60 7.36 18 0.49 7.36 18 0.50 7.4; M.H. "R" 859.85 000.00 000.00 854.69 - ~ ~ / ~ ~ 0.50 7.45 16.18
- / ~ \ / 23 0.34 1.94 6.40 12.42 18 1.39 12.42 18 1.50. 12.9 I C.I. "S' 860.04 000.00 000.00 854.88 ~ i / ~ ( 4 1.50. 12.90 113.37
D.I. "T" 859.95 000.00 000.00 000.00 / _ " ~ 2 1.42 1.42 6.40 9.09 18 0.74 9.09 18 1.00 10.5 ~ f~ i~ ~ ' M.H. "u" 865.42 000.00 000.00 000.00 J ~ / ~ _ . - i \V/ 25 0.00 3.36 6.40 21.50 24 1.00 10.53 31.74 ~ \ ~ \ / i
~ F.E.S. "V" 861.54. 000.00 000,00 852.40 ~ i / ~ ~~'~V ~ v 0.90 21.50 24 1.00 22.6' 1.00 22.68 203.16 ~ I f J ~i
C.I. "W" 861.74 000.00 000.00 858.49 ~ / ~ / / / l~~ ya, ~ , v v' v v v v y v ice. / v.` v ~ ~ \ v C.I. "X" 861.83 000.00 000.00 858.38 / / / ~ i / / - / / l v ~ ~ z / ~ i ~ ~ y \ \ \ \ V A
C.I. "Y" 828.10 818.95 000.00 818.91 II / ~ / ~ / / ~ ~ / ~ ~V ~ ~ A ~ \ / i / / / / ~ ~ ~ v V Y ~ ~ \ ~ / ~ ~ ~ I / / SITE DATA:
C.I: "Z" 827.98 818.79 000.00 ~ 818.67 / / i V \ ~ ~ ~ ~ \ I~ / / c~/ / ( \ ? ~ / \~\\\\\\~V\\\ ~ \ ~ ~ \ \ \ 1 1 ~ _ I \ I TOTAL AREA: i 17.3587 ACRES
1 I` / / ~ n 23 Spaces/ I V \ ~ ~ ~ / I m~. ~ d1R8 INLET 2 vL~V l v ~ ~ I I i ~ ~ TAX MAP: ACL-431-1-11, 15, 16, 22, & 23
I~ ~ / - ~REB ~ cpc sID~4o~ ~ ~ ~ s \ V A I ( ~ ~ / , ~ A~ h I V ~ \ RB INLE ~ S \ W \ ~ ~ i ~ ~ , coc s l` 50 v v v v STREA ~ ~ ~ s o ~ _ - - , ~ , / REFERENCE: P.B. 123, PG. 56, LOTS # 1-5
A II / ~ I ~ I`a a ~ w ~ ,L 8 M IMPACT S1 ° V 1 ~ k ~ / ~ 1 ~ _ _ ~ ~ A \ \ \ \ \ \ 239 LF OF UNIMPORTANT ~ ` ~ - ' ~ ~N \ / ` / ~ i N • _ 1 ~ v~ ~ ~I ~~v ~ ~ 1 ~ ZONING: CD-HB
\ ` I I / \ % 1 1 ~ M ° B INLE ~ \ 33.4' / i ~ / / r ~ , I I
I % ~1 ~ . c°~s Io3 INTERMITTENT STREAM TO BE PIPED j ~ \ ~ ~ I I M.H.'u' I ~ /e ~ 1 \ AND FILLED. ~ ~ ~ \ \ ~ ~ i / I; \ I ~ i ~ A~ I ~ II 1 I~ I I
~ \ ~ 11 1 i ` ~_J
P ~ I ~ II I i I ZONING REQUIREMENTS: CD-HB CASE N0. 2612
{ ~ ~ o ~ P F ~ A V ~ \ \ ~ \ 22 Spaces _ ~ / I ~ V FD" o A \s ~ y v v v v v v v v v ~ A v~ ~ , - ~ ~ ~ ( ~ ~ I ~ MIN. LOT SIZE: 20,000 SF
I I _ 1 5 ~ ''n ~ ~ ( ~ ~ ~ ~ OFFSITE RUNOFF TO INTERMITTENT I ~ ~ ~ ~ \ \ \ \ \ \ \ \ V ~ ~ ~ \ ~ ~ v ~ - ~3,~ vA ~ I ~ I I ~ MIN. LOT WIDTH: 100 FT
/ / / / - I STREAM TO BE PIPED AROUND AREA i ~ ~ ~ ~ / ~ / ~ / HERE SO THAT FI N I,, i ` \ a.. ~ ~ ~ ( ~ / LL COSTRUGT~oN i ~ ~ \v\\\\\\~~~ ~ ~ I I ~ j ` ~ I ( MIN. STREET FRONTAGE: 100 FT
76.9 ~ / / CAN BE DONE IN THE DRY. STREAM ~ ~ I A ~ 1 'i~ ~ v v~v~v ~ v v v v v t ~ \ ~ \ \ T ~V I \ 1,~ ~ ( ~ ~ \ 1 II I I MIN. STREET SETBACK: (FRONT ONLY)
/ / IMPACT Sl MUST BE DONE IN THE DRY rnA \c• _ ~ ~ ~ zs°°~es ~ L EIP ~ ~ ~ I \ I ~ , MAJOR THORUGHFARE: 50 95 FT
/ AFTER PIPING OFFSITE RUNOFF ~ I ~ / ~ ti EXISfi~~~G / ~ / ~ I AROUND AREA TO BE FILLED. NO ~ ~ \ 1 ~ , I ~ ~~IRE6AR~. ~ ~ I I ~ II ~ ~ MINOR THORUGHFARE: / I 0 1 i \ I I 40/75 FT
~ ~ A I CONSTRUCTION FOR IMPACT Sl IS ~ ~ ~1 v v v v y v v v sp°`~S v v ~ ~ ~'XI / I , I ~ ~ 1 v v , STING I ICI ~ ~ ~ ~ I ~ II , SUBCOLLECTOR & COLLECTOR: 30/55 FT
ALLOWED DURING TIMES OF FLOWING ~ ~ , ti \ \ \ \ \ \ \ \ \ \ \ ~ ~ WETLAND IMPACT W2 / ~ \ \ \ ~ I ~ \ ~ WATER THROUGH INTERMITTENT STREAM c;~~y,, ~ ~ ~ - ~ 1~1 \ 0.080 ACRES OF WETLAND ~ STORY BUIIID D.I. p.,. I I~ I ~ I I ~ i ~ ~ ~ ~ MIN. INTERIOR SETBACK:
\ / ~ ` r II < 'i f ~ • y. 1 bURB IN T ~ \ ~ ~ \ \ \ \ ~ Q / TO BE FILLED 64 628 S . FT. ~ ( l~ I ~ i \ ~ / I . SIDE: 10/25 FT
/ ° I I ~ 6TD ~ v ~ v ~ II III ~ I L-11 \ I ~vvvv vy„vvvv / - REBAR p:. ,,..;r;1 qb 1 ~ 2t spaces ~F~ Ifl ~ ~ l \ ~ / ~ ~ ~ REAR: 10/25 FT
I / II ~ ~ ~ ~ .64' REBAR L 10 •..^.~~.~.M ;REBA ~ ss ~ a s1 ~ >>1 I / ~ I / ~ ~ ~ 131 , .,^J'n.. ~pa, a K . ~ I I ~ / ~ \ ~ MAX. HEIGHT: 50 FT ~o~•~ / CONSTRUCTION FOR STREAM IMPACT S2 1
/ f`~ 9 ~`"ai i \ \ \ \ 18 Spaces ~p 1 MUST BE DONE IN THE DRY DURING WHICH
\ C RB IN ~Tn \S \ \ \ \ ~ ~ THERE IS NO WATER FLOWING THROUGH I '`E ~ ~ THE AREA OF STREAM IMPACT S2. CONTRACTOR
/ ~ ( cu INLET o z~'~ \ coc s q4o ~ A \ \VA \ ~ I ~ PRQPDSED~ TD~~ h ab jp ::.F•,}: A \ \ ~ ~ I ~ \ M.H.'V' I RETAIL q 0 10 \ 9 A \ •!f::~. r. ~ V/~ TO ENSURE NO FLOWING WATER IN AREA OF \ ZONING CONDITIONS:
\ ~ +324 w. ~ ~ ~ I / ( \ iz ~ ~ ~ V A \ \ \ \ \ ~ / I \ 852 ~ d V ~ ~ \ \ \ \ \ \ ~ V ~ ~ ~ \ I ' STREAM IMPACT S2 DURING THE INSTALLATION \
~ ~ 1 iu ~ p aa6 scA f- 1 ~ 17 Sp°ce3 ~ ~ / t, A ~I II o,, ~ 1 ~ ~ OF STORM MANHOLE #26, PIPE #26, AND ~ I. ALL OF THOSE USES PERMITTED IN THE "SC" DISTRICT TOGETHER WITH THE FOLLOWING; I II ~ 1 CORRESPONDING RIP-RAP PAD. SPORTS INSTRUCTIONAL SCHOOL; SPORTS AND RECREATIONAL CLUBS-INDOOR.; NURSING
' A t, ~ \ ~ 4 I 33.0 ~ I a II I~ ~
\ -~I I~ ' ~ ° ~ a I . , ~ ,off V A 111 \ /1 ar.o' I = ~ ~ r@ ~ ~ ~ ~ ~ t5 Spaces I A ~ \ \ ?1 V~ \ \ \ / ' ~ ~I i ~ ~ 1N ALL I CURB NIET ~ ~ ~ ~ A - ) " I I , / AND CONVALESCENT HOMES; SPECIALTY HOSPITALS; AUTOMOBILE RENTAL OR LEASING; I M 1~.6 ~ / ~ J / i ~ ~ ; ~ ~ AUTOMOBILE REPAIR SERVICES-MAJOR; FUNERAL HOMES; FURNITURE REPAIR SHOPS;
I - - ~ ~ ' / ~ ~ - - - L~ g DDD ~40~ j ~ i ~ (J I / / / / / / ~ / ` BULIDING MAINTENANCE SERVICES; EQUIPMENT RENTAL AND LEASING (NO OUTSIDE
R~ INLEr 9 STREAM IMPACT' S2 : A I ( ~ S>~D~403 ~ FED S ~ ~~7 ~V/~ n M ~ / / / ~ ~ ~ STORAGE); MOTION PICTURE PRODUCTIONS; PEST OR TERMITE CONTROL SERVICES;
~ ail ~ I ~ tiD V ~ ti \ v ~ \ v ~ y ~ I / - ~ ~ \ pR~, wL \ ~ \ \ \ \ \ ~ 149 LF OF PERENNIAL STREAM TO BE - ~ \4 ~ RQ~ 5F ~ i~ J \ ~ ASPHALT WATERSHED DATA: POND / / ~ I / FI- - - _ \ 1 I +10000 \ 1 ~~,,1 ` v v v v ~ ~ ~ ~ ~ ~ v PIPED AND FILLED. ' I r ~ f~ ~ ~ / / / / / / ~ ~ TAXIDERMIST; GARDEN CENTERS OR RETAIL NURSERIES; MOTORCYCLE SALES;
~ ~ ~ / \ ~ ~ K. NAIL t5 Spoces 1 WATERSHED NAME: NONE ~ z ~ ~ 1 \ 1 /
T II ) 1 \ o a ~ ~ CLASSIFICA ION. NA ~ ~ (ExISnNG) \ ~ 9 0. ~ ~I~ 17 spa es _ _ i ~ ~ /I ~ ~ / / / i I CONTRACTORS (NO OUTSIDE STORAGE); EQUIPMENT REPAIRS-LIGHT; VETERINARY i / ~ E'P / ~ i ~ _ ~ SERVICES; WAREHOUSES (GENERAL/STORAGE ENCLOSED); WAREHOUSES (SELF STORAGE
~I Y BUILDING \ \ ~ I A / TOTAL AREA: 17.36 AC. II N ( , sroR I~ r \ ~ _ / f ~ j I ASPNAU ip ~ 8 ~ ~I I C.L~ \ \ \ \ \ \ \ \ \ \ I ~D D pl. %~i~~~ ~ ~ ~ ~ / / ~ ~ ~ j ~ ' I WITH PITCHED ROOF AND ON-SITE MANAGEMENT).
II II ~ 1 PARKING \ , I~~ I / fi \ \ \ \ \ ~ I / DRAINAGE AREA TO POND #1 6.12 ACRES ~ I ~c. I CURaANLE~ 11 \ ~ \ ~ \ \ \ ` \ \ i~ ~ ~ x ( 11 ? co sTO ~S \ ~ \ j) / ~ / / ~ ~ ' / ~ 2. NO BILLBOARDS.
NI RI Ilin ~ a' ~ ~ \ l I I 0 S TE D A NAGE AREA TO POND #1 4.85 ACRES ~I I / / \ \ \ ~ ~ ~ / / ~i' / ~ ~ 3. NO INOPERABLE CARS SHALL BE PARKED PLACED OR STORED ON THE PROPERTY. q~ ~ Pr°`'s. ~ / ~ v/ / ' ~ ~ ~ ~ ° ° ~1 ` 4. THE FOLLOWING CONDITION SHALL APPLY TO LOT I (8.237 ACRES, MORE OR LESS) AS
OFFSITE DRAINAGE AREA TO POND J{1 1.27 ACRES II II AsPHALr I ~ y / / 2.\ V v ~ v A ~ ~ T ( ~ ys~~« . 1( PARKING , /C fro ~ \ . A , ~ ~ ~ ~ A A. A ~ / ~ M H, ii ~ ~ ~ r S 1 I! I ' ~ S8~2'0 " ,r"/ ~A 1s s °c s ~ / 70.0' s/ pt~,G~ Q~, ~ ~ ~ ~ 1 ~ 1 1 ~ SHOWN ON PLAT THEREOF ENTITLED "RECOMBINATION PLAT, NORTH CE{URCH mA~ / ~ ~ / 1~ 11 ) ~ / ASSOCIATES" RECORDED IN PLAT BOOK 125 AT PAGE 56 IN THE OFFICE OF THE REGISTER OF
ONSITE BUA TO POND ~1 2.71 ACRES I ` 10 ~ ~ sroRM MANHOLE ~t2 / U~ m . ,-k..,.,,,.n,... , ...t (N P ~ ~ % ~ A ~ - - fj I - I CURB rtuEL D ~ c; ~ ° i - ~ cac sm;iaoD WN. /
OFFSITE BUA TO POND 1 0.51 ACRES ~ z'65.4'z~ ~ R ~ - A ~O ~ - / ioe # - II a ~ „°"N85.19Fd'p E--- ~ ~ ~ ~ ~ CeG sTD/40J \ .r ~ REBAR R REBA ~ ` ~''R.c:P. ~ PP ~ ,j ; ~ ~ DEEDS OF GUILFORD COUNTY, NORTH CAROLINA: WITHIN ONE (I) YEAR OF THE DATE OF
TOTAL BUA, TO POND ~1 3.22 ACRES q~, REBAR -,,.t,~ ~ , "=r~_,.~~-}~" - "r'- I ~ L_a -i - _ ~ ~ 1~ ~ ~ I - _ - ~ - - - -r°° r`• B.c. RE %z~ ~ ~ m'e'w/.. ~ ,j ~ ~ X11 1 ~ ~~1 REZONING, LANDSCAPING OF THE EXISTING SHOPPING CENTER WILL BE ENHANCED BY: (i)
II r~-]I !ALT DRIVE / ~ .s?~ ~ ~i i'(+\- _ \ DRAINAGE AREA TO BIOCELL #1 1.94 ACRES ~ I ~~'Q ~ ~1 / r~, ~ 's 1 \ ~1 THE PLANTING OF A WAX MYRTLE HEDGE (WITH A MINIMUM SIZE OF 24" IN HEIGHT) ALONG
II ~ - \ -+.-.;.~"F.;~; r•."-~p• F.._~ sue- ~ \ \ ~ ~ / ."STORM-MANH X26 ~ ~ \ ~ 1 ~ \ \ / ONSITE DRAINAGE AREA TO BIOCELL 1 1.94 ACRES ~ ~m~ ~ a cow a ~ I I ~ i ~ I ~ 11 1 1 '1 APPROXIMATELY 300 FEET OF THE EASTERN PROPERTY LINE FROM ITS INTERSECTION WITH
OFFSITE DRAINAGE AREA TO BIOCELL 1 0.00 ACRES ~ - _ _ sa x'33" ~ I I / ~ 3 ' ~ \ ~ \ ( ~ f ~n I ~ 1 , 1 LEES CHAPEL ROAD• (ii)13 CREPE MYRTLES SHALL BE PLANTED ALONG THE TOP OF THE
ONSITE BUA TO 10 t;.° - ~ \ I ~ a e ~ \ o w o 8 CELL #1 1.07 ACRES ~ ~ / \ ~ A ~ ~ ~ I-~-~ I ~ 1' 1 SLOPE ALONG LEES CHAPEL ROAD; AND (iii) SEVEN (7) PLANTED ISLANDS CONTAINING OAK ~ I ~eBAR / ~ ~ / ~ 1 ` TREES AND LIRIOPE SPICATA AROUND THE BASE SHALL BE CONSTRUCTED WITHIN THE
`1 II Ir. aso ~ asa ~ I I ~ I ~ s gee ~ ~ \ " ~ ~ \ ~ > ~ OFFSITE BUA TO BIOGELL 1 a P.e. 't3 ~ \ \ 0.00 ACRES REBA ~ e`~ / ~ PP oz~ti An ) ~ w" ~ ~ \ PR°>3DSF \ \ I ~ ~ ~ / ~ ~ ~ 1 PARKING LOT.
I I7, / ~j l ~ s, I RE~AiI q TOTAL BUA TO BIOCELL 1 1.07 ACRES IV ~ F \ t 1 L \ a• ti a.~so I 4 \ c ~ I ~ ~ I ~ ~ ~ ~ 1 1 S. NO ADDITIONAL CURB CUTS SHALL BE GRANTED ON LEES CHAPEL ROAD AND CHURCI{
I \ c,;~ a5 es. 3 / ! ! ~ E_ ,844.0 I I I ~ / ~ 1~ 1 ° ' STREET FOR LOT 1.
DRAINAGE AREA TO BIOCELL ~2 1.42 ACRES II I`~ ~ ~ ~ / I / ~ F V A ;ry / / / 1 I I I ~ ~ ~ I ~ \ 1 ~ I I .s
ONSITE DRAINAGE AREA TO BIOCELL 2 1.42 ACRES I?, ~ 2 / ~ : I ~ ' I cuRe IN T ~j13 ~ I ~ II 0 CURB INLET 6 / / ~ ~ ~ ~ ~ COG STD~403 I h COG STD 0 / ~ / ~ ~ ~ \ A ~ I
OFFSITE DRAINAGE AREA TO BIOCELL ~2 0.00 ACRES I ~ 0 / / ~ 1 , I ;a / \ ,3~ ~ I I ~ ~ ~ ~~1 ~ i
ONSITE BUA TO BIOCELL 2 0.78 ACRES I, ~ I p cu~B INLET # - I~ ~ ao a ~ /FFE= 37.25 I I / , i . . ~ ~ c srD~aos~~ ~ i 1 ~ ~ ~ ~ ~~~A~~~ `ti ~ ~ GRAPHIC SCALE
OFFSITE BUA TO BIOCELL 2 0.00 ACRES I", ~ ~os~ ~ "w aso b / / / I ~ A i ~ ~ ~ ~ ~ I Z ESTAURANT / 7J P~pDSED ;,I I 1 , DR 13 ~ ~ R ~URB IN ET 5 ~ 0 I ~I \ \ I I~
TOTAL BUA TO BIOCELL 2 ' o R / o RETAIL / I ~ toD ~A ce~ \ ~ coc s q4o~ 0.78 A R w +2,ss4- b ~ a ~ ~ # C ES I ; / 2,950 ~ I i M T . ® w ~ , I I ~ ~ ' 854.00 / ,r ~z/ ~1 / I ' II unDrr eA .t 3 ~ \ . O 6, t ~ / O P I I I I ~ PER PUT B ATIDN~ RO # ~ ~ ~ w~~~Q~am~~~~ ®~~a°'~M~~~°°s~ ~~s ~ I, 60 0 30 60 12D 240 ~ ° ~ a ~ I ~ 9 ~ c ~
I I I ui 6 / i ~ ~ o o-J~ / J I (APPRO%I11A ~ \ ~ P. RE[A NING W / ~ I N I ( ~ ~ I~i. ~ h" _.~.,K i / z / / / I i I ~ ~ ~ m I I 4 ts' Dvo
/ ~ I ~ 0 - I6 II I I I END CURB HERE TO ALLOW \ ° E o I ~ AA\ ~ ~ ~ ~ (IN FEET )
I ~ / \ N 0 / I ~ 1 / - I~ ~ N ~ ~ ~ / RUNOFF FROM PARKING LOT AND ~ ~ I ~ U I~~ ~ ~ / / e / / / I I ~ BUILDING TO SHEET FLOW ~ I / _ I ~ N ` ~ / 1 inch = 60 ft.
o ~ ~ TO BIO-CELL #2 ~ / - , _ ~ ~ ~ ~ ~ ` \ N\ ~ ~ PROJECT TITLE:
- _ ~ I 1 / ~ ~ / la co I - 1 / / / /ro ~ ~ 1 - ro 66' guR / ~ ~ ~ - A \ ~ / i / d I ~ I A l o r 1
I to 0 ~ PROPOSED / / / / I I ~ V ~ ! ~ 3 I II ~ rn h~ RESTAURANTi ~ • / CU INLET 16 / / ~ I pl I ~ / . i <.o, ~ t.~ e°ti c~c sTO;ao~ / / ~ ~ I ~ J: m I I \ z I z ~EIP v j ` ' - - ~ 120 WIND ROAD & 3800 NORTH CHURCH STREET
i ~ eo'.. / ~a~>, ~ ~ ~ ~ m I ~ ~ 1 1 ~ V ~ ~ y~ ~ ~ r ~ ~ ' MOREHEAD TOWNSHIP GUILFORD COUNTY
' / Z ~ CU B INLE 1'7 .;a / ~ a. ~ o I ~ ~ ~ ~ I F .~I L. Z i C STD ~ / ~ ro / / 1 ~ 1 ~ ~ w \ \ ~ ~ - ~ / ~ ~ ~ , - GREENSBORO, NORTH CAROLINA
a / LEGEND : II 9 /,~o ~ ¢ ! / / ~ i ~ , o ~ 1__~ i _ ,
0 -EXISTING IRON PIPE II I r k? 18 / / / ! ! / I I ~ CU INLET 22 CURB INLET 21 ~ / b _ y l ~ PROPOSED ~ ~ a ~ N ^ \ ~ ~ ` ~ I i APPLICANT/OWNER/OPERATOR:
• -NEW IRON PIPE I.: sTOpaD~3 coc sTDg40Is CURB IN T s + - / ~ ~ ® - XI T II ~ ~ DDD - ! ~ I I BIO-CELL #2 - - E STING CONCRE E MONUMENT I ~ _ ~ _ _ ~ _ _ _ _ _ _ , T ' ~ KOTIS PROPERTIES
e -COMPUTED POINT I.' ~ / ' t ~ 1" ~ / j~ ~ \ ~ -UTILITY POLE \ ~ a - ~i ' ,,C' ~ ~ \ L gel \ _ ~ - AR "A" ' ~ _ ~ ~ ~ ' ~ 1500 MILL STREET, SUITE 105
-OVERHEAD UTILITY ~ - ~ .M ~ ` I ~ - _ _ ` / ~ ~ GREENSBORO, NC 27408
? -TELEPHONE PEDESTAL ~ it ~ ' ~ - n 'S~ ~ ~ ( ~ ~ ~ ~ AN0 0 - FIBEROPTIC MARKER 1 II 4 X ~ ~ - ;w ,ya _ - 3 ~ e~ - - - 847. aw - ~ g35 / 0 ~ ~..-8g8594'24" ~1-~=~'-- / / / _ ~ _ _ ~ _ _ ~ . . = / / ~ , _ PHONE: [phone] FAX:[phone]
R/W -RIGHT OF WAY ` - " - YARD iNLe~'23 i `i ~ ' ~ - _ .e: II I I„ - / CDG S ~4 _ - ~~e ~ ~ ~ ~ 25 EIP -,,....-1~ - ~ I / DB DEED BOOK N.c.c.§. MoNUMENr wHARTON° `1 -Nesos's4°w ~ ; ! / +S~iD - c.L°Y _ _ R AD / ~ _ ' _ ~ _ PROP®SE ~ _ - - J / ~ ( CIVIL ENGINEER:
PB -PLAT BOOK N.A.D.' 83 GRID COORDINATES 1450.36' (TIE) II I _ /;,r / v, _ - ~ ~ ~ ~ - ~ ~ I YY u~D / - - -
PG -PAGE N-667,984.602] \ I _ _ _ _ - - - 847.50 sa `"K'^ / x'15 ~ " ~ = ~ / - - _ E 1,765,43t.0162~ ~ I ~ I _ - - - - ,.r` s,o,~m..`..~5tBb3F~ ~ ~ STORM 9TD . _ . ~ ~ ~ / / - s FIBEROPTIC BOX N.A.v.O. ~s ELEVA?oN=aes.77s' i _--I,-- w co>_ - ~ } a - - /
RCP -REINFORCED CONCRETE PIPE i ` (Nor To scALE) ~ ~ g48 ~ L, • ° \ \ ROP.R~AINING ~ - J l - - - BC, / \ \ MH -MANHOLE \ ~ A,, ~ I I ~ i I - - I / v ~ ~ \ ~ ~ EVANS ENGINEERING, INC. ~,~.eRO ti ~ ~ V ~ 4609 DUNDAS DRIVE ~•'F ~
-EXISTING FIRE HYDRANT \ II ac r_-; - ~ / / _ ~ ...f- c.L'z ~ ~ ~ / \ GREENSBORO, NORTH CAROLINA 2740 ~
\ ~ - ~ P.K. NAIL ~ I ~ / / - _ ~ - - - / / _ - - 0 -MAILBOX ~ ~ ~ ~Z~°: { / _ ~ ~ MB I \ ~ 1 / / / _ _ PROPOSED / , ~ ~ ' ~ - _ _ _ _ WETLAND IMPACT' WT I ~ \ \ I ( l I ~ ~ PHONE: [phone] FAX: 336-854 ~ ~ v.. «
1 _ - - - i v - WATER METER I II ~ ~ ~ ~ ~ , , ' ~ ~ - - - - I ~v ) --1=. ~ = ~ ~ - ~ $IO-CELL #1 ~ ~ ' I 0.017 ACRES OF WETLANDS I I I I I i ~ I \ ~ ~ 1773 p
- _ ° = c~ ~ ~ ~ / ~ ' r . ' ~ / ~ / INV oui~Ran.7z• ~ TO $E FILLED \ ~ I ~ GUY WIRE I I ml~ I ~ B T ~ I ! ~ I ~ I ~ ~ ~ I i ~ oTr ~1'r!-I
- wooD RAIL FENCE ~ v \ ~ ~ ~ ~ ( ~ / / I 1 I 1 I I i ~ it I l v~ ~ ~ ~ ~ I~ ~ A~ 1 1 ~ ~ ~ ~ ~ 1 PROJECT: 250-58 DRAWN 8Y: DP ~e~ ~~101~~~
~ 11 1 ~ I I LEGEND: ` STREET OWOSSUBMI7TAL~ O:C~RCH\N CHURCH DESIGN BY; DF ~I~~ D• t,,`,,~
OWNER: SHEET DESCRIPTION:
EIP EXISTING IRON PIPE NOTE: UTIL
N.C.G.S. NORTH CAROLINA GEODETIC SURVEY NOTE: UTILITY NOTICE KOTIS PROPERTIES STORMWATER MANAGEMENT PLAN 1500 MILL STREET, SUITE 10 FOR CHURCH CROSSING SHOPPING CENTER
R/w RIGHT of war UPON COMPLETION OF CONSTRUCTION, AN ENGINEER'S CERTIFICATION THE De SEED soox BOTTOM OF PROPOSED WET DETENTION POND #1 WILL BE COMPACTED WILL BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE suR ON THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD GREENSBORO, NC 27408
PB PLAT Boox TO 95% STANDARD PROCTOR TO ENSURE THAT NO SEEPAGE OR SURVEY INFORMATION, RECORDED EASEMENTS, AND EXISTING DRAWINGS. PHONE: [phone] SCALE: 1"= 60' DATE: OCTOBER 26, 2009
Pc PAGE BMP DEVICES WERE COMPLETED IN ACCORDANCE WITH THE APPROVED THE THE SURVEYOR MAKES NO GUARANTEES THAT THE UNDERGROUND REVISIONS: 3-2-10 SHEET No.:
Ex. ExisTZNC LEAKAGE OCCURS IN THE BOTTOM OF THE POND. )VED UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE 4-26-10
BLDG. BUILDING PLANS & SPECIFICATIONS. DOE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM
PROP. PROPOSED THE LOC THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY n LOCATED UNDERGROUND UTILITIES. J

STAGE-STORAGE TABLE fOREBAY STAGE-STORAGE TABLE
E1fvAnox aREa (s7 WLUIE Itf) auE vauwE tc0 PERMANENT WATER UALITY PODL ELEVATION = 835.50 PLANTS & MIXTURES PLANTING RATES/ACRE PLANTING DATES
14.30' ELEVAnON AREA (SF) VOLUME (CF) CUM. VOLUME (CF) 829.50 366 0 o ENGINEER STATEMENT OF POND AI TALL FESCUE 100-ISO tB5 AUG. 15-OCT. 15
a3e.so ~ 829.50 2, 513 0.00 501 ELEV = 834.50 5' WIDE loo-m ELEVanaN = 63zn //~i/~/i/~i/ 830.50 636 501 _MENT OF POND AND DAM SAFETY (LOW M"NTENANCE) FED. 15-uaY I
N FROM POND RouTE RESULTS - / //~~i/~~i/~~ 2,954 THE STORMWATER POND AND DAM N ~ ~ - /~/~/v 796.50 CLASS 'B' UI EMENTS OF THE NORTH CAI ',~0~0 DEPn~ = a22' O //~~~i.~ 830.50 3,395 831.50 957 O 2'954 1,144.50 1,297.50 830.50 830.50 RIP-RAP 1967 [AS AMENDED THROUGH 199 .R POND AND DAM SHOWN ON THIS PLAN SATISFIES TAU FESCUE z00-250 Les Auc Is-ocT. Is OF THE NORTH CAROLINA STATE DAM SAFETY LAW OF (RICH MNNTENANCE> FEB. IS-MAY i o
e a3s.s6 3,864 832.50 1,332 2,442 a AS PRESENTED IN THE NORTH CAf 'OED THROUGH 1995] AND THE RULES AND REGULATIONS o TALL FESCUE s 100 lBS a• FEB. 15-MAY 1 ~ IN THE NORTH CAROLINA ADMINISTRATIVE CODE TITLE KOBE oR KOREAN LE~EDEfA 20-25 LBS (SCARIFIED SEED Fqt SPRING Auc. Is-ocT. Ts w
831.50 4,333 6,818 1,545 ro c.F. sTORAGE= 15A, SUBCHAPTER 2K -DAM SAF usE cro>ExnLL 4 83 . 833.50 1,758 3 987 ER 2K -DAM SAFETY. EVEN IN THE CASE WHERE THE s uHSCARInEO FOR uTE FAU s MNTER) SITE J J
w/ MIRIFI soD x' nL7ER ~i;~i/~;,. ~.J'. 0 50 829.50 62y 50 2,954 C.F. DAM SHOWN ON THIS PLAN IS DEl w/~,,,/~ ~ , uNDEUNER~~oERNEarH 832.50 5,328 11,648.50 834.50 2,23g 1,998 5 985 -~1 - ~'i-~~~= FROM THE ABOVE NOTED DAM SAE FABRIC UNDER RIP-RAP I~~=II~ THIS PLAN IS DETERMINED BY THE STATE TO BE EXEMPT rau. FESCUE s so Les : Nov. I-fEB. I ROPO ~ JE NOTED DAM SAFETY REQUIREMENTS, I, AS THE QUALIFIED sEmcEA UsFinaA so las/acRE (uNSCaIaFTm) w QED ~
oR EQUAL s.o' r~,,,,,n ¢rr„N, 5,853.50 III=11r DESIGN ENGINEER, STATE TFIAT TH WELL cRaoeD RIP-RAP 833.50 6,379 17,502 SAFE AND ADEQUATE FOR THE PR :R, STATE THAT THE POND AND DAM ARE DESIGNED TO BE w OAP z )UATE FOR THE PROTEC110N OF PUBLIC HEALTH, SAFETY, rAJ1 FESCUE ~ so Less ,uLr s AucusT N SEE`' r
Channel Calculator afio = e•. TH1cKNESS = le' 6,932.50 BAFFLE -RIP-RAP SECTION WELFARE, AND DOWNSTREAM PROF DOWNSTREAM PROPERTY. i UNDERSTAND THAT THIS STATE- cERUaN LnLLEr :,a Les
Given Input Data: usE cuss 'B• RIP-RaP 834.50 7,486 24,434.50 NT5 MENT AS THE DESIGN ENGINEER SI Shape Trapezoidol 8,783 (~I OPERATOR OF THE POND AND DAM1 IESIGN ENGINEER SHALL NOT RELIEVE THE OWNER OR eR suDANaTASS (ulcer s suoANatass uusT ~ KERr Ar ID-I2•) ~ ~HE POND AND DAM FROM THE LEGAL DUTIES, OBLIGATIONS, w
Solving for NA 835.50 10,080 33,217.50 MOTE: AND LIABILITIES ARISING FROM SU( Flow Depth 0.22' 11,510 ARISING FROM SUCH OWNERSHIP OR OPERATION. TAU FESCUE s To Less Nov. i-uAN. >o = ~ ROpO ~ RIECRAIN 25 LBS (RYCAARV MUST eE KfyT Ai 10-12~ o GNORG ~
Slope 0.0125 ft/ft 836.50 12,940 44,727.50 BOTTOM OF PROPOSED WET DETENTION P N ~ calMON eEw+wACRASS a Les (HULLm) H'RIL I5-,nME x Z P150P uT WIND ROAD
D.D3D OND 1 WILL BE COMPACTED Manning's n . 13,644.50 Battam width 5 ft 837.50 14,349 58,372 TO 95~ STANDARD PROCTOR TO ENSUR T 15-20 lBS (UNHUUED) FEB. 1-MARCH 70 = U
Left sloe 0.3300 ft ft E HAT NO SEEPAGE OR P / 15,082 Right slope 0.3300 ft/ft 838.50 15,815 73,454 LEAKAGE OCCURS IN THE BOTTOM OF TH SEEDBED PREPARATION ~
E POND. Computed Results: DOm Safety Note: U ~ Q O I. S1RIP 1HE AREA TO ~ SEEDED TO A MINIMUM DEPTH OF 4-fi IN(:HES. F=- ~
Flowrate 3.09 cfs NOTE: ' )te. 2. RENONE PiL LOOSE ROCK, R0015, fTC. LEAMNG SURFACE SMOOTH ANO UMFgTM ~ O J
Velocity 2.06 fps n accordance with GS 143- 3. APPLY SEED, AGRICULTURAL LIME, FER11U7ER, AND SUPERPHOSPHATE UN6gTMLY AND Z N with GS 143-215.25A and 143-215.26 of the NC Dam M%WIiH ,HE S01L (RA,ES ARE ~I.DW'>. ~
EMERGEN UPON COMPLETION OF CONSTR Safety Law and NC Admini= CY SPILLWAY CONTROL SECTION UCTION, AN ENGINEERS CERTIFICATION ~ NC Administrative Code 15A NCAC 2K .0200, the ~ A FRESHLY PREPARED s~EO AND GDYER,HE SEED DGHILY'M,H sEE~NG EOUPMENT OR CUl11PACK AFTER SEmING.
State Dam Safety Office he NTS WIEL BE PROVIDED ASSURING THAT THE CONST ety Office has been/will be contacted for determination s. uLncH IMUEOIATaY AFTER seeuNC AND ANaoR Muua+. DENNY ROAD
RUCTION OF THE of the exempt status wr t status" (with respect to Dam Safety Law) including NtATES AGRICULIDRAL ?MES,DNE- 2 TONS/ROBE ration of the ro OSed dam. FERTILIZER- 10-70-10 AT 800-1000 POUNDS/ACRE
BMP DEVICES WERE COMPLETED IN ACCOR hazard classification of the DANCE WITH THE APPROVED p p SUPERPHOSPHATE- SOO COUNDS/ACRE OF 20X ANALYSIS SUPERPHOSPHATE MULCH- i.5 TONS SMALL GRAIN STIUW/ACRE (APPRO%IMATELY 60 BATES)
1430. PLANS & SPECIFICATIONS. ANCHOR- CA14P STRAW INTO SOIL WITH MACHINE OR TACK 1M1H UOI11D ASPHALT AT GALLGNS,AGRE ~ EMDL9nED ASPHALT AT 3>0o GALLGNS/ROBE VI C I ~ I T Y M A P
- ~ Q/ //~//0~0° ~ ( ~ 1 ~
- NO SCALE
S<OpO DEPni = 0.26' O `~~/~~/r ~ I I F ~ ~ I ~ I I CONCRETE ANCHOR DESIGN: RISER DIAMETER= 24"
\ ~ I I 1 ~ 1 ' ~ BARREL DIAMETER= 15"
I I W/'MIRIFl 600 FlL1ER /~j~i~`: UNDF7JNER UNDERNEATH t _ > . 30 I i i FABRIC UNDER RIP RAP / STONE. \ I I I VOLUME DISPLACED = 35 CF TOTAL DRAINAGE AREA = 6.12 ACRES
OR EQUAL 5.6 r~HANNEI SECnON I ' ' I I ~ BOUYANCY FORCE= (35 CF)(62.4 PCF} = 2,184 LBS ON-SITE DRAINAGE AREA = 4.85 ACRES I VOLUME OF CONCRETE REQUIRED= 2,184 LBS/ (150-62.4) = 25 CF OFF-SITE DRAINAGE AREA = 1.27 ACRES
Channel Calculator wfLL cRAD6o RIP-RAP ` ~ I aso = a', TH1aKNESS = la' ( I FACTOR OF SAFETY = 1.5 25 X 1.5 = 37.5 CF PROPOSED BUA DRAINAGE TO POND = 3.22 ACRES (52.61%)
Given Input pota: usE cuss 'e' RIP-RAP ~ I I Shope _ Trapezoido( I I I ~ ~ SIZE=S'X5'X2'=50 CF I
Solving for NA ` I I I I I Flow Depth 0.26' \ 2 ry , ~ I I PERMANENT SEDIMENT STORAGE:
0.0125 ft/ft ~ A ~ I ~ ~ ~ I Slope ~n I I /y, I REQUIRED= 1/8 AC-IN/AC x 6.12 AC DRAINAGE AREA = 2,777 CF
Manning's n 0.030 Cp I ~ I I "V I I Bottom width 5 ft I I I I 00~f ~ BOTTOM ELEVATION = 829.50 I I ~ r-- FlLTER DIAPHNAGM TOP ELEVATION = 830.50
Left slope 0.3300 ft/ft ~ ~ I I I I lIT`J COLLECTOR PIPES TO BE ASTM C-33 SAND IF DAM IS BUILT PROVIDED = 2,954 CF CAPPED ON BOTH ENDS 1 1 FROM FlNE GRAIN OR CIAYEY SOILS)
Right sloe 0.3300 ft ft ~ I p / I I I I I ~ PERMANENT WATER QUALITY POOL:
I Computed Results: I I ` ~ I I Flowrote 3.09 cfs ? \ I I 4-INCH SOLID WALLED SCH 80 PVC PIPE 3.0' WATER QUALITY POOL DEPTH WITH APPROX. 52.617 B.U.A. AND 907 TSS REMOVAL I I I rnscHaRGES To DAn.IGHr IN DISSIPATDR. REQUIRES 3.137 SURFACE AREA
Velocity 2.06 fps ® ~ ~ it ~ I I I ` VARMIT SCREEN TO 8E PLACED ON ENDS REQUIRED = 3.137 x 6.12 AC x 43,560 SF/AC = 8,345 SF
14 ® EMER ENCY SPILLWAY I I I EMERGENCY SPILLWAY EXIT SECTION \ I pR0 I I 1 TOP ELEVATION (AVE. DEPTH = 3')= 835.50
5' WIDE; U ECLASS BRIP-R P P• R T I I ( I I NT5 I PROVIDED = 10,080 SF I "
(EE DETAIL) ING W ~ ! I ~ I a I PERMANENT POOL AVERAGE DEPTH: I I ` BOTTOM ELEVATION: 830.50
~ o 0 o I I so I I - e I TOP ELEVATION: 835.50 CUM. VOLUME ®835.50 = 33,217.50 Cf
V rt--, S p I 48 ALVE KEY I o O ~ ~ MUE I ® ` ~ ANA 1 OVE I I I \ CUM. VOLUME ®830.50 = 2,954 CF ~DW N PERMANENT POOL VOLUME = 33,217.50 CF - 2,954 CF = 30,263.50 CF
NEOPREN GASKET ? ~ ~ ~ 842 I I I / o SUN - IO' WIDE 8g ` ~ PERMANENT POOL AVERAGE DEPTH = 30,263.50 CF / 10,080 SF = 3.00'
® / 0 0 0 83 D p I 6 8.g0 O ~ ~ VEGETATED I STAINLESS STEEL BOLTS I / - - I \ I ' TEMPORARY WATER QUALITY STORAGE VOLUME:
° ® / 840- - - - - SHELF 8u I o `j I I I o° ~ ~ ` FOR 52.617 B.U.A. n Rv= 0.05+ (0.009)(52.61)
~ / rob of I ~ \ I 0 8 BOTTOM DRAIN \ ~ / I 83 8L• DAM M \
8.50 I 838.50 ~ RIP- ~ N I I ° ~ / - RAP r ~ a ~ ~ ~ , 837 838.00 ~ ~ I Rv= D.52349 VOLUME REQ'D.= 1.0 ' Rv " DA = 1.0" 0.52349 16.12 = 11,630 CF
° ~ __~oo PAD 15 s I 4-INCH SOLID WALLED SCN 80 PVC PIPE DISCHARGES TO DAYLIGHT IN DISSIPATOR. 12 ` vARMrr SCREEN To BE PLacED oN ENDS WHERE DA = DRAANAGE AREA (ACRES)
836' ~ _ \ `o I ~-FLANGE 1 ~ ' FRONT VIEW SIDE VIEW I / I / I •00 4-INCH N0. 20 VOLUME REQUIRED = 11,630 CF
t ~~~t ~ / za. 835.50 _ SLOTTED SCH 80 PVC COLLECTOR PIPE BOTTOM ELEVATION = 835.50
1 (r / ~ I BOTTOM DRAIN & SHEAR GATE VALVE ~ 1 ~ / raj ~ I g CN ° ~ 4.50 835.00 ~ I I v I TOP ELEVATION (TOP OF RISER) = 836.60
NT5 1, / i ~ i~ 83 I I ° I ~ PLAN VIEW PROVIDED = 12,737 CF
I 1 ~ / I ~ 83 .50 3.50 ~ I C.A.P. / ` I TRASH RACK I ` ( ~ ( ~ ~ EIP PRINCIPLE SPILLWAY:
,i '6 830 50 831.50 I vv ~ b I s° x s' SPACING > yy 1 ~ ~ \ DESIGN STORM= 2 YR, 24 HR STORM
36" DIA. ON BARS ~ ~ I `V • J ~ /v I ~ ~ I 82 ~ AO I t
( ! 9'50 t 0 TOP GRATE I ~ I ~ ~ o ~ 1 b I 0 ~ ` DOWNSTREAM SLOPE RISER= 24" 10 YR, 24 HR STORM b ~ ~ 3 BARREL=15"
BO T M ELEVATIO CONSIST OF 1~2" ! I ~ I II SOLID ALUMINUM BAR \ \ 3.0 20. NOTE: A 15" BARBELL HAS BEEN CHOSEN IN ORDER TO LIMIT
6• D.G. EAGH WaY I 1 ~ i t I - 829.50 0 ~ o RIP RAP ~ I I . T 171' I o 0 0 0 I t~ ~ 3,1 I I I BA FLE I I ~ MIN POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE. \ I I THE REMAINDER IS BEING STORED IN THE POND.
I I I ~ ( ° o n (SEE DETAIL) I ~ ANTI-VORTEX ~ I ~ ~ ~ I 10, F-1 F-I
suPPDRT PuTES ( 'I I 24~" RISER W ~ o o ' (Tm Z FTLTER DIaPHTUCM RELEASE RATE: Z ~ ~ N ASTM C-33 SAND IF DAM iS BUIU 2 DAY RELEASE= 0.014 ftz HOLE
TOP VIEW ISOMETRIC SHOWING ' L to 36+ TRASH RACK ~ ~ ANTI-VORTEX SUPPORTS ~ ~ ~ t S~~ ~ 7-' FROM FlNE GRAIN OR CLAYEY SOILS)
c.A.P. ~ U l ~ o o ' 1 / ~ TRASH RACK 36" DIA I ® ~ I \ 5 DAY RELEASE= 0.006 ftz HOLE \ ~ ~ O HEAD= 1,10'
I 11 f 1 ~ ~ / ~ FLOw N HOLE DIAMETER= 1.25"
ANTI-VORTEX , ® ~ \ / SUPPORT PLATES T2• I A ~ / J~ ~ ~ ~ AREA OF HOLE= 0.008 ft2
® ~ ~ ~ i / r 42" RISER ~ ® ( \ ~ / i TEMP. WATER QUALITY DETENTION TIME: 3.65 DAYS \ N ~ ELEVATION Of WEEP HOLE INVERT = 835.50
LOCKING HARDWARE 30 I ~ ~ ~ \ (rl I , / \ TO STABILIZE TRASH \ ~ i
GUARD (4 REQUIRED) } CA.P. ) / \ / / I ® ' I RISE ALUMINUM GLE ~ EMERGENCY SPILLWAY: v / DESIGN STORM= 100 YR
BOLT WELDING TO ~ ~ ~ ~ ~ _ / ANTI-VORTEx PLATE I 21,-4-°~A-~ DETAIL ~ I 2 / I 838.50 ~ / ~ NOTE: A 5' TRAPEZOIDAL WEIR HAS BEEN CHOSEN IN ORDER TO LIMIT
FOR SECURING TRASH RACK 0 / ` / ~ ~ POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE. a-INCH No. zo THE REMAINDER IS BEING STORED IN THE POND.
SIDE VIEW TO RISER BARREL - _ \ SLOTTED SCH 8D PVC 4-INCH SOLID WALLED SCH 80 PVC PIPE ~ COLLECTOR PIPE rnscHaRCes To DAYLIGHT IN rnsslPATOR. ELEVATION OF WEIR = 836,95
//Q V I ~ ~ / ' \u' / ,,\Q ~ / \ M, 838.50 ~ i _ _ VARMB SCREEN TO BE PLACED ON ENDS CONTROL SECTION: RIP-RAP LINED EMERGENCY SPILLWAY
TRASH RACK DETAIL ~ ~ \ I ~ 10 _ 838.50 ~ ~ r~ _ _ \ O Q ~ / ~ 10 WIDE `E~.- ------8~------' - k° D ' ~ _ _ nom('" ~ PROVIDE 6-INCHES OF CLEARANCE 3:1 SIDE SLOPES
NTS / ~ GP / E ~ - _ _ ~ \ / / I \ U GEC TED _ K IY_ BETWEEN BOTTOM OF FlLTER AND BOTTOM OF SLOTTED PIPE 1.257 SLOPE
\ ~ Q ~ ~ P ~ MUE_ , - _ 842 \ ` ~ BOTTOM WIDTH= 5' n= 0.030
POND MAINTENANCE SCHEDULE / / \ ~ F I \ ~ . ~ P~ - , \ LTE - - - AND ~ FILTER DIAPHRAGM DETAIL FLOW DEPTH = 0.27
DESCIPTION OR ~ p ~~~./r / / ~ \ ~ ~ ~ ~ ~ ~ \ \ D~ MAINTENANCE ITEM RESPONSIBLE PARTY SCHEDULE PROCEDURE ~ ~ / V D(~ HRAGI I ~ ~ \ ~ s _ ' NTS FREEBOARD AND SETTLEMENT= 1.33'
/ / '~r. / - ~ A RIP R i ~ ~ 3 - Acess to Pond Kotis Properties Monthly Poge 3 _ / / \ o \ _ _ _ s ~ TOP Of DAM ELEVATION= 838.50
/ W PAD ~ 24 = _z - - ~ s T / EXIT SECTION: RIP-RAP LINED CHANNEL $.75 3:1 SIDE SLOPES
14 / - 85 = _ - - _ _ , Dam Top and Faces Kotls Properties Annually Page 3 - - ~ / j \ _ _ ` _ _ _ - - - / ~ ~ 1.257 SLOPE
\ _~_____-l--____- 20' POND / / B c~ / Grass Cutting Kotis Properties Monthly Page 3 / ~ _ _ _ _ _ ~ _ _ - ~ I ACCESS / / BOTTOM WIDTH = 5'
I n= 0.030
E~P EASEMENT ~ - I I / / ~ Rip-Rap Channels Kotis Properties Bi-Monthly Page 3 - _ _ = s._ _ _ - I _ I I / / DEPTH= 0.26' I 2S' VELOCITY= 1.83 FT/SEC
I I l Rip-Rap Pads Kotis Properties Bi-Monthly Poge 3 ~ I I
I ~ _ - I - -
I ~ ~ ~ - Rip-Rap Spillway Kotis Properties Bi-Monthly Poge 3 ~ / _ _ _ - - _ _ _ _ s - e e s I 3.75' 1.25' S• CO DtA ~j
Emergency Spillway Kolis Properties Bi-Montbly Poge 3 ~ / / / - _ . - _ _ _ ~ _ - ~ ~ ~ I
1875 PROJECT TITLE:
Dewatering Pipe Kotis Properties Monthly Page 3 / - _ - - _ - _ _ _ = _ / \ \ = j
~ ~ I 120 WIND ROAD & 3800 NORTH CHURCH STREET ~ ~
FILTER DIAPHRAGM DETAIL MOREHEAD TOWNSHIP GUILFORD COUNTY
36" TRASH RACK- ALUMINUM ANGLE & ROD COVER {9" O.C.) NTS GREENSBORO, NORTH CAROLINA
10' MIN. TRASH RACK
WITH ANTIVORTEX DEVICE TOP OF_BASIN ELEV_ = 838.50 _ APPLICANT/OWNER/OPERATOR:
M _ L0 OUTLET PROTECTION O 100 M - 24 HR ELEV. =677.77 - KOTIS PROPERTIES
~ 10 ~ _ 44 ~ ~y ~ EMERGENCY SPILLWAY ELEVATION 83695 .25 % ~ " FES SIZE FLOW cfs W ' ~ ( ) L° (ft) T W2 Thickness RIP-RAP 1500 MILL STREET, SUITE 105
TOP OF RISER ELEV 836.60 i' b~ $j ij - - , } EN GREENSBORO, NC 27408 ENGINEER'S CERTIFICATION OF STORMWATER QUALITY CONTROL• PHONE:[phone] FAX: [phone]
° TEMPORARY waTER quauTY Pool e' as' wuRac7ED EaRTN Pie -FES CLASS B W 15" BARRE 15" 10.75 12' 3.75' 13.25' P RIPRAP 2 18" CLASS B I CERTIF 5 I CERTIFY THAT, PURSUANT TO GENERALLY ACCEPTED ENGINEERING STANDARDS IN THE COMMUNITY, IT IS MY
DEWATERING PIPE INVERT ELEV = 835.50 - " " _ PROFES _ _ - - - W, 15 24 20.19 12 6.0 14.0 18 CLASS B TO BE C t-i/4" DIA. DEWA IERlNG -~~--835.00 PROFESSIONAL OPINION THAT RUNOFF FROM THE FIRST INCH Of RAINFALL FROM AREAS THAT ARE REQUIRED CIVIL ENGINEER:
NoLE lo' MIN. BY A PE PLACE GALVAN2ED IbTRE SCREEN TO BE CONTROLLED PER SECTION 30-7-1.12 OF THE GREENSBORO DEVELOPMENT ORDINANCE IS CONTROLLED BY A PERMANENT ENGINEERED STORMWATER QUALITY CONTROL THAT HAS BEEN DESIGNED TO MEET OR EXCEED
o OVER DEWAlERING HOLE 10'>aIED 3• THE GRE THE GREENSBOR RMWATER MANAGEM T NUAL. ;9,01,,,'®1>~
~ PERMANENT WATER QUALITY POOL 24" CAP RISER TOP ELEVAl10N = BJ208 DETAIL -OUTLET PROTECTION GEOTEXTILE LINER TO BE VALVE KEY INV. = e2asT ®®`'',°011t101j1j®~®i® EVANS ENGINEERING, INC. ®1 CAR ~0~i
a~ CONNECnON 70 BE x9.DED ~ INSTALLED UNDERNEATH 8" BOTTOM DRAIN & SHEAR GATE VALVE INV ELEV = 830.50 1ys RIPRA SIGNATU a®®~C`ecAR~~~~®sy 4609 DUNDAS DRIVE 'd ~'e&°G,°S$°•°+® t SIGNATURE ,®`'Q`o~~~~~$fQ''e~ ~j GREENSBORO, NORTH CAROLINA 27407 s 4
RANCF CONNECnON Mn1 PERMANENT SEDIMENT STORAGE VOLUME o° wtTN NEOPRENE casRer (Tm)
_ BOTTOM OF BASIN ELEV = 829.50 FILTER DIAPHRAGM - - (SEE DETAIL) DATE / ~ L /'/Q 0 L PHONE: [phone] FAX: [phone] o a : ~ DnrE i a 9773
,III. III :III -:III;;-111. FlLL RISEfl N1TH
CONCRETE 70 9lVERT OUT: 826.00 EIEVAnON 82a50 ~ 2.30 Lf OF 15" DAP d RF, _ _ _ ~ ~F = 19773 i .7 ~ y, :f
i~~SWe_~ArO~m® PR(T.IFf:T~ OSn_SA flGewu Av~ nc ®~d~••'~~+~~_.`;~~e'/.'
Ooo~ nir KAr a uulLt ur rlrL PERMAf d50=8 ; THICKENSS=18° PERMANENT WET DETENTION POND NOTES: H:~6RnrnNcS\-K0-nS\N0RTH CHURCH\N CHURCH ®ai~W ~9~e~ea~ V ®6®®~ STREET DWO SUBMITTAL 2.0.Dh~ DESIGN BY; OF yp®BA D' I
o 1. THE E 1. THE ENGINEER'S CERTIFICATION OF COMPLETION WILL BE REQUIRED PRIOR ~tMEIXAL%Q*R CERTIFICATE SHEET DESCRIPTION:
P OF OCCUE OX GRADE HAS FULL (6) 24" X 6" STEEL PLATES WELDED °P b / v r v OF OCCUPANCY. THE STORMWATER CONTROL IS TO BE INSPECTED TO ENSURE IT IS FUNCTIONING AS DESIGNED AND HAS FULL DESIGN VOLUME PRIOR TO ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY.
SECURELY IN PLACE 5.0' 2. THE F 6"4' SOLID WALLED SCH BO PVC PIPE / / / / 2. THE PROPERTY OWNER/OWNER'S ASSOCIATION IS RESPONSIBLE FOR MAINTAINING THE PERMANENT WATER QUALITY POND #1 DETAIL,
DE CE CUT-OFF TRENCH. EXCAVATED GOVERNME ME THEN OAaanLEO AND COMPACTED 40,/\\\/\\\/\\\/\\\/\\\/\ ENGINEER CERTIFICATION NOTE OF STORMWATER QUANTITY CONTROL DEVICE AND/ OR STORMWATER CONTROLS ACCORDING TO THE APPROVED MAINTENANCE PLAN AND AS DIRECTED BY THE GOVERNMENTAL OFFICE HAVING JURISDICTION FOR WATERSHED PROTECTION.
24' WITH LOW PERMEABILITY SOIL 3. THE G( IF d50 IS GREATER THEN 8', PROVIDE WATERSHE 3. THE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTION MEETING WITH THE CITY OF GREENSBORO SCALE: 1"= 20' DATE: OCTOBER 26, 2009
,2" A GEOTE%TRE UNDERLINER OR 4'MIN THE STORMWATER CONTROL STRUCTURE(S) SHOWN ON THIS PLAN IS(WILL BE) POND HAS WATERSHED ENGINEER WHEN THE PERMANENT WET DETENTION POND SITE HAS BEEN CLEARED AND THE POND HAS BEEN FIELD STAKED REVISIONS: 3-2-10 SHEET NO.: .
35.72' #57 WASHED STONE BEDDING. DESIGNED TO REDUCE THE POST-DEVELOPMENT 2-YEAR 24 HOUR STORM EVENT 4. THE GC AND THE 10-YEAR 24 HOUR STORM EVENT TO PRE-DEVELOPMENT RATES. RIGHT OF 4. THE GOVERNMENT OFFICE HAVING JURISDICTION FOR WATERSHED PROTECTION AND THEIR ASSIGNS HAVE 4-26-10
ENFORCEM N : ALL PIPE CONNECTIONS ARE TO BE WATERTIGHT. SECTION THR I BERM AND SPILLWAYS RIGHT OF ACCESS TO THE PERMANENT WET DETENTION POND FOR INSPECTIONS AND MAINTENANCE ENFORCEMENT.
C.A.P = CORRUGATED ALUMINUM PIPE SECTION r`lJ LJLII 1V N75
9

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O D:
W
SITE a RoP
~`~PP~~
~E~S T
W o
oP ~ GN~RG~ F w
~ N ~ Z P,SOP N WIND ROAD
x U
K
U OQ = O t- ~
O J
Z N_
DENNY ROAD
VICINITY MAP NO SCALE
/
j,
'/i". ~///~j/j 'O'
/ ~ TDAMF 10'
TOP OF DAM
7

RIP-RAP DINED
EMERGENCY SPILLWAY
/ 838.50 i 838.50 _ (SEE SHEET 3 FOR DETAIL)
~ ~ 100-YR STORM ELEVATION_837_i7
i = ~ _ 10 =YR STORM ELEVATION: 836.86 EMERGEN - - EMERGENCY SPILLWAY: 836.95 1.25
TOP STORM PIPE //75 24" RCP TOP OF RISER
INFLOW -__-T-- 836.60
836.00 836800
~ PERMANENT POOL ELEVATION_ 835_50 PERMANENT POOL SURFACE AREA: 10,080 SF j Q7 - - _ _ _ - - - - - -L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 835.00
835.~j __834.50 - - - X0'1 u' 835®00_ / ' ~
10, FILTER DIAPHRAGM
AQ~AT~~ % FOREBAY PERMANENT POOL (SEE SHEET 3 FOR DETAIL)
SHELF STORAGE 4,937 CF ~ 6.0' TOTAL STORAGE: 30,263.50 CF ~ 10' ~ i~
i'/,! AQUATIC
i 'I SHELF
BOTTOM OF POND: 829.50
%i' / ~ /

828_51 ~
RIP-RAP BAFFLE 24" RISER W/ 102.30 LF 15„
SEE S"EET 3 `oR °ET"'~~ 3 6" TRASH RAC K BARREL p 0,50q /
(SEE SHEET 3 FOR DETAIL) OUTFLO ~ ~ ~ . ; W
~ .__--828.00
~j/
POl~T SEC 1T ET1
NOT TO SCALE
PROJECT TITLE:
120 WIND ROAD & 3800 NORTH CHURCH STREET
MOREHEAD TOWNSHIP GUILFORD COUNTY
GREENSBORO, NORTH CAROLINA
NOTE:
BOTTOM OF PROPOSED WET ISED WET DETENTION POND ~1 WIEL BE COMPACTED APPLICANT/OWNER/OPERATOR:
TO 95~ STANDARD PROCT LEAKAGE OCCURS IN THE NOTE: PROCTOR TO ENSURE THAT NO SEEPAGE OR KOTIS PROPERTIES 1500 MILL STREET, SUITE 105
IN THE BOTTOM OF THE POND. GREENSBORO, NC 27408
PHONE: [phone] FAX: [phone]D1
UPON COMPLETION OF CON OF CONSTRUCTION, AN ENGINEERS CERTIFICATION CIVIL ENGINEER:
WILL BE PROVIDED ASSURi BMP DEVICES WERE COMPL PLANS & SPECIFICATIONS. ASSURING THAT THE CONSTRUCTION OF THE ®`'`~,GARQ'/0® EVANS ENGINEERING, INC.
COMPACTED IN ACCORDANCE WITH THE APPROVED 4609 DUNDAS DRIVE ••'•F g' °•.r
ATIONS. GREENSBORO, NORTH CAROLINA 2740 PHONE: [phone] FAX: [phone] ~
19773
y.Z'•
.fie eo
PROJECT: 250-58 DRAWN BY: DF ®®i~/p~/~'•y~ H:\DRANiNGS\KOII$\NORTH CHURCH\N CHURCH DESIGN BY: DF ~ D' Aia~~®
SHEET DESCRIPTION:
POND 1 SECTION VIEW DETAIL
DATE: OCTOBER 26, 2009
REVISIONS: 3-2-10 SHEET NO.:
4-26-10 4
9

TOP OF ROOT BALL
TO BE 2" ABOVE FINISHED GRADE
E AL SPAON6 TOP OF ROOT BALL VARIES SEE SITE PLAN ~ ~ TO BE 2" ABOVE 1. MIN. 1 2" liEt1MEEN ~ FlNI511 DUDE 3 LAYER OF ~ 1. MIN. 1/2" DIAMETER NYLON STRAPPING MAY BE AFTER PLANTING a
PLANTS & NIXTURES PLANTING RAZES/ACRE PLANTING DATES 3" LAYER OF PIANfS OF MULCH FINISHED GRADE SUBSTITUTE SUBSTITUTED FOR SISAL ROPE AND RUBBER HOSE. RUBBER HOSE ~
MULCH RUBBER HOSE AFTER PLANTING TALL FESCUE tOD-150 LBS AUG 15-OCf. 15 {t~wNAxTExAxcET FTe.,s-WAY+ OLLAR MIN. FINISH GRADE COlIARMM!' 1 4" SISAL 2. REMOVE AI 2. REMOVE ALL TREATED OR PLASTIC COATED BURLAP, 1 4" SISAL SITE ~
2 MIN. 2 OPE WITH WIRE OR N' TAUFeSa+E zao-zso+es AuG,s-occ,s PLANTING MIX FLUORESCENT TREE WRAPPING WIRE OR NYLON TWINE FROM PLANT BALL. ROPE WITH a0P0 FLUORESCENT TREE WRAPPING w Pp~~
{HicH xaNTLT,Axc~ rm s-uAY + AS SPECIFIED - FLAGGING 3. INSTALL TC 3. INSTALL TOP OF PLANT BALL 2" ABOVE FINISH GRADE. FLAGGING 1" X 2" X 18" ~ ~'S ~
TYPICAL 1" X 2" X 1B" TAU FESCUE a +00 LBS a FEH. TS-#1AY + $TA~ ° 4. SOAK -PLAT 4. SOAK -PLANT BALL AND PIT IMMEDIATELY AFTER 3" MULCH OF WI HO CENTERED ~
KOBE aR KOREAN LESPEOE3A zo-u,es tsGa~n ~ ea+ sPxlxc Auc. +s-ocr• +s i~ 6"MIN. s• 3 LAYER OF WOODSTAKES a UxscaaFlEO Fax uTE FALL a wer+ER MULCH WITH CENTERED INSTALLATII ) DEPTH - BIN' " 3 8" HOLE INSTALLATION. w p0
ruL FESCUE a 50 +es a Nov. ,-F®. + ~ DF " 4 SAUCER BERM / 5. WRAP TREE sERX>:A tFSpmEZn eo,es/Aa~ NxsaAxs>Enl 4 PLANTING 4 5. WRAP TREES FROM GROUND TO LOWEST BRANCHES WITH 4" SAUCER BERM 3/8 HOLE ~ ~~RGt~ FO w
FINISHED GRADE BURLAP OF I II BED Tau a w tes a ,uLr a aNX+sr I I I REMOVE TOP BOTTOM WI BURLAP OR TREE WRAP PAPER. SECURE NEAR TOP AND FINISHED GRADE z p15GP~ N 1NND ROAD BOTTOM WITH HEMP STRING ONLY. ~ REMOVE TOP U
xXLET 7o Las TAMP SOIL MIX UNDER PLANT VARIES - VARIES -11 I I 1/3 OF BURLAP ~
a, suoANaxASS (18UET a SUDANGIUSS MUST 8E XEPT AT 10-,2 BALL TO MINIMIZE SETTLEMENT IYPKAl. ~ ~ ~ j 1 /3 OF BURLAP g• TYPICAL SHRUB NOTES ~II F FROM B & 8 TREES LENGTH OF 8• LENGTH OF RUBBER HOSE TO BE 2/3 CIRCUMFERENCE OF TREE. ~ _ FROM B ~ B TREES ~ o -1111 „I_Ir ~ a
TALL a To Las a Nov.,-JAH. 70 1. OMIT COLLAR AROUND SHRUB WHEN IRRIGATION SYSTEM IS PRESENT. '~I ICI „ II~~I xvETwvN zs 185 (xYdwx Nusr ~ Ia:Pr AT,o-,z7 RADE• TAMP $Dll MI% UNDER PUNt PLANTING NIX A$ PLANTING MIX 7. PLACE 2 N 2. INSTALL TOP OF PLANT BALL 2" ABOVE FINISH G BAtI T4 MMIMQE SEFfIEMENf 7. PLACE 2 WOOD STAKES PARALLEL TO STREET. PLANTING MIX ~ ~
PLANTING MIX FIRMLY AS PIT IS FILLED AROUND PLANT BALL. TAMP SOIL MIX UNDER PLANT AS SPECIFIED caaa BEANIA)AGRASS a I!!S (HUUm) aPruL Ts-aA+E 70 3. TAMP BALL TO MINIMIZE SETTLEMENT B. SEE SPECII TAMP SOIL MIX UNDER PLANT AS SPECIFIED B. SEE SPECIFICATIONS FOR OTHER PLANTING REpUIREMENIS. BALL TO MINIMIZE SETTLEMENT ~ N
+5-20 ~ (uxHULLLn) FFS. +-xAAON 70 4. SOAK PLANT BALL AND PIT IMMEDIATELY AFTER INSTALLATION. 5. SEE SPECIFICATIONS FOR OTHER PLANTING REQUIREMENTS.
SEEDBED PREPARATION DENNY ROAD
sTRm THE Axrn m eE SEEDED To A urxww oEPn, a 4-5 MCIES.
2 REMOTE AIL LooSE xOLx, xooTS, ETG LEAwxc svAFACE~ sxoon+ am uxEnro,. 3. APPLY S®, AfAIQIITURN. IJYE, FFAILIE~R, ADO SUPEAPNOSRiA1E UNPORM.Y AtA) SMALL TREE PEANTING DETAIL
IBX WITH 1!E SOIL (RATES ARE BELdM}
4. SEID ON A FxESIiLY PREPMFA SEIDBED AND COMER 7NE S® UCl11LY WRH SEE?B,G , , EOUPI~Nr CR aLnPAON AATER sEEt7NIG ~ ~ ~ ~ ~ ~ ~ ~ ~ I ~ v VICINITY MAP
S MULCH NaxDIATELY IFIEti SEFIING A181 ANCHOR YIALd1. _ + + + + + + + + + ~ + + + + + + + + + + r ~ NO SCALE
NtA1ES ACAXXILTURLL UNES'tONE- 2 IONS/ACAE + + + + + + ~ + + T + + + + + I + FERiXJZER- 10-+D-10 AT 800-7000 PdINDSIAQiE + + + + 8 + I CENTIPED SS
SUPEAPHOSPMAIE- 500 PMiDSIa~ ~ ~ ANAlY56 SUPf18l10.~NhTE _ + + + + + + + + + + + + ~ + + + + + + + + + ulAtsl- t5 IONS SMa1 ORAN smAw/ACaE (APPxo~wAtar eo entES) ~ ~ I
ANCHOR- CAWP STRAW IN10 SOA. MTnI NAdIA~ OR TACK NTRI tNX110 ASPHALT + + + + + + + + + + + + ~ + + + + + + + + + + + + AT 100 FN.LpISIAIFE OR EMULSB,ED ASPHALT AT 700 Ga1CNS/ACAS + + + I
- + + + + + + + + + + + + + + + + + + -+-84-~ -~-84-~ + ~ ~A
J + + + + + + + + + + + + + + + + +
- + + + + + + + + + o o+ + + + + + + 8. + + + + + + + + + + ~0 ENGINEER STATEMENT OF POND AND DAM SAFETY + + + + + ~ + + + + + + + I TOTAL DRAINAGE AREA = 6.12 ACRES
+ + + + + + + + + + + + + + + + + + + + + + + ~Q THE STORMWATER POND AND DAM SHOWN ON THIS PLAN SAl1SFlES + + + + + +~Q+ + ON-SITE DRAINAGE AREA = 4.BS ACRES
REQUIREMENTS OF THE NORTH CAROLINA STATE DAM SAFETY LAW OF - -I- -I- + + + + + + + + + + + + + + + + + + + + + + + + + I~ + + + + S/ OFF-SITE DRAINAGE AREA = 1.27 ACRES I PROPOSED BUA DRAINAGE TO POND = 3.22 ACRES (52.61
1967 [AS AMENDED THROUGH 1995] AND THE RULES AND REGULATIONS ~ + + + + + + + + + + AS PRESENTED IN THE NORTH CAROLINA ADMINISTRATIVE CODE T1TLE + + + + + + + + + + + + + +
15A, SUBCHAPTER 2K -DAM SAFETY. EVEN IN THE CASE WHERE THE _ + -j., v~`+®~ + -I- -I- -f- -I- -I- -I- -I- + + DAM SHOWN ON THIS PLAN IS DETERMINED BY THE STATE TO BE EXEMPT + + + + + + + + + + + + + + PERMANENT SEDIMENT STORAGE:
I. - I AS THE UALIFlED + 38 + + + + + + + + + FROM 1HE ABOVE NOTED DAM SAFETY REQUIREMENTS, O + ~ ;v0 -f- + ~ + + + + REQUIRED= 1/8 AC-IN/AC x 8.12 AC DRAINAGE AREA = 2,777 CF
DESIGN ENGINEER, STATE THAT THE POND AND DAM ARE DESIGNED TO BE ~ lilpP SAFE AND ADEQUATE FOR THE PROTECTION OF PUBLIC HEALTH, SAFETY, - + + + + + + + + + + + + + + + + + + + + + ~ + + + + I BOTTOM ELEVATION = 829.50
WELFARE, AND DOWNSTREAM PROPERTY. I UNDERSTAND THAT THIS STATE- + + + + 3 ~ + + + + + + WNER OR MENT AS THE DESIGN ENGINEER SHALL NOT RELIEVE THE 0 ~ ro + + + + + + + + + + + + + + + + ToP ELEVATION =830.50 PROVIDED = 2,954 CF
OPERATOR OF THE POND AND DAM FROM THE LEGAL DUTIES, OBLIGATIONS, _ J ~ -I-V -I- + ~ ~ ~I r~ii e~ + ~~,+II ~ + + + + + + \ + I PERMANENT WATER WALITY P004•
AND LIABILITIES ARISING FROM SUCH OWNERSHIP OR OPERATION. + + + 3.0' WATER QUALITY POOL DEPTH WITH APPROX. 52.61X B.U.A. AND 90X TSS REMOVAL
%nl,,, ~ • 00 - + + + I+ + + III - ,b e eeele .~I-® + + + + + + + REQUIRES 3.13X SURFACE AREA REQUIRED = 3.13X x 6.12 AC x 43,560 SF/AC = 8,345 SF
+ + + + + I + + + I TOP ELEVATION (AVE. DEPTH = 3')= 835.50
iiTMM Dam Safety Note: - + + + + ~ ' ~ p, + + + + + PROVIDED = 10,080 SF
In accordance with GS 143-215.25A and 143-215.26 + + + + ~ + p + + + ~ PERMANENT POq. AVERAGE DEPTH: `\\\1~ BOTTOM ELEVATION: 830,50
of the NC Dam Safet Law and NC Administrative _ y + + + + + • + + + CUM. VOLUM 0835.50 = 33,217.50 CF
Code 15A NCAC 2K .0200 the State Dam Safet y + + + + = + ~ CUM. VOLUME ®830.50 = 2,954 CF ® + + + PERMANENT POOL VOLUME =33,217.50 CF - 2,954 CF =30,263.50 Cf
Office has been/will be contacted for determination of ~ ~ ~rrri i` + + + + PERMANENT POOL AVERAGE DEPTH =30,263.50 CF / 10,080 SF = 3.00'
the exem t status with respect to Dam Safety Law) 33 p ( g .5 + + + + + TEMPORARY WATER QUALITY STORAGE VOLUME:
+ + + 3 0 includin hazard classification of the proposed dam. • 5Q 9 ` FOR 52.61X B.U.A.
- + + + + + + + Rv-- 0.05+ (0.009)(52.61) Rv-- D.52349
+ + + ® 83 0 0 ~•5 83 0 + + + + VOLUME REQ'D = 1.0 ° Rv * DA = 1.0° 0.52349 "6.12 = 11,630 CF
- + + 05 0 c + + 12 WHERE DA = DRAANAGE AREA (ACRES)
+ + + + VOLUME REQUIRED = 11,630 CF
EA - + + 82 0 SHALLOW WATER AR 9 ~,II„ • SO
+ + + + 2,019 S.F. C BOTTOM ELEVATION = 835.50 + + ~ + + TOP ELEVATION (TOP OF RISER) = 836.60
- + + o ~ o 0 0 PROVIDED = 12,737 CF
MINIMUM LANDSCAPING REQUIREMENTS: ~ + + + n = ~ ~ ~ ~ PRINCIPLE SPILLWAY:
50 HERBACEOUS PLANTS/200 S.F, (4 CONTAINER) 505 - + + c~ c~ c~ o 0 + DESIGN STDRM= 2 YR, 24 HR STORM
+ + o 0 0 0 0 HALLOW LAND AREA ,D YR, 24 HR STORM ~'//r~ ~ RISER= 24•
SHALLOW LAND AREA - + + BARREL=15'
+ + ~ ~ o 0 0 2,998 S•f. o o - NOTE: A 15' BARBELL HAS BEEN CHOSEN IN ORDER TO UMIT
MI NDSCAPING RE UIREMENTS: + + NIMUM LA Q °L + ~U C POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE -~,J THE REMAINDER IS BEING STORED IN THE POND.
n + + wlp,',
ACEOUS PLANTS 200 S.F. 4 CONTAINER = 750 50 HERB ~ o 0 0 0 ( ) - - - + + - - RELEASE RATE: + + ~
OR +I~`/ + + + % I. 1 0 2 DAY RELEASE= 0.014 ft2 HOLE 5 DAY RELEASE= 0.006 ft2 HOLE
8 SHRUBS 200 S,F. i GAL. CONTAINER = 120 - + + + ~ ~ ( ) o 0 + HEAD= 1.10'
OR + + + HOLE DIAMETER= 1.25'
i TREE 200 S.F. 3 GALLON = 15 + + ~ + + + + AREA OF HOLE= 0.008 ft2
~ ( ) - n ONTAINER = 600 ~ + + + ~ + + + + TEMP. WATER QUALITY DETENTION TIME: 3.65 DAYS ```,111 / ELEVATION OF WEEP HOLE INVERT =835.50
40 GRASS LIKE HERBACEOUS PLANTS (4 C ) - + + + + • ~ ~ +
0 + + + + EMERGENCY SPILLWAY: 'i DESIGN STORM= 100 YR
POND BUFFER AREA ,,III,, + + + ~ I ~'r'I + + + NOTE: A 5' TRAPEZOIDAL WEIR HAS BEEN CHOSEN IN ORDER TO UMIT
i f' 21,993 S.F, + + + - ``~~EHUrb, + + + + POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE. = `\p~111Ur~' / THE REMAINDER IS BEING STORED IN THE POND.
MINIMUM LANDSCAPING REQUIREMENTS: - + + + + + , + = + + + + ELEVATION OF WEIR = 836.95
CENTIPEDE GRASS + + + + ~~~rr1n~~~\~ ''~i 1 ~ + + + + + CON1ROl SECTION: RIP-RAP LINED EMERGENCY SPILLWAY
~,,,u + + + + + 3:1 SIDE SLOPES
+ + + _ _ + - ~ ~ ~ + + + + + + + t.25X SLOPE LANDSCAPING ONLT
TYPES & UANTITIES - - PROVIDED PLANT ® ,motes -t. + -I- + + B0 O ~ Dam= 5~ '``®6aeeeeneeeeeie,I~ o c~R~ j,'.~.
_ ~ 505 HERBACEOUS PLANTS + + - ~ _ + + + + + + + + FLOW DEPTH = 0.22' ~d` ®4~ `G{? •
+ + + + - 120 HERBACEOUS SHRUBS + + + - ® 833 J1t7.5~ + + + + + + + + + FREEBOARD AND SETTLEMENT= 1.33' e° ~p'.•'/
+ + Mpu+p, : CENTIPEDE GRASS + + + + + ~ + + + + + + + + + + + + + \ TOP OF DAM ELEVATION= 838.50 ~ a~
EXIT SECTION: RIP-RAP LINED CHANNEL N 3:1 SIDE SLOPES
+ + + + + + + + + + + + + + 1.25X SLOPE s
+ + + + + + + ®"P° + + + + + + + + + + + + + + NOTE: _ + + + + + + + 'r' 'I' + + + + BOTTOM MADTN = 5' ~s • • .
POND 1 WILL BE COMPACTED ~ 411,M+ BOTTOM OF PROPOSED WET DETENTION # + + + + + + + ~I-38.-~0"t^ F ? • 3 8 o + + + / + + + + n= 0.030 a®®~, ~ DEPTH= 0.26' ~d4e~ •
TO 95~ STANDARD PROCTOR TO ENSURE THAT NO SEEPAGE OR + + + + + + + + + + + + + + + + + + + + -t + + + + + + + ~ + + + + + + ~ vLLOCITY= 1.83 Fr/sEC uneJe
LEAKAGE OCCURS IN THE BOTTOM OF THE POND. - + + + + + + + + + + + + + + + + + + + + + +
+ + + + + + NOTE:
' ~ + + + + + + + + + + + + + + + + + + + + + + + + + + + ~~''--E UPON COMPLETION OF CONSTRUCTION, AN ENGINEERS CERTIFICATION + + + + + + + + + + + PROJECT TITLE:
WILL BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE + + + + + + + + + + + + + + + + + + + ~ -,~8~ _ + + + + + + + + + ~ 120 WIND ROAD & 3800 NORTH CHURCH STREET
BMP DEVICES WERE COMPLETED IN ACCORDANCE WITH THE APPROVED- + + + + + + ~ + + + + + + + + + + + + + + + + +~--k_. + + + +
PLANS & SPECIFICATIONS. + + + + ~ -I- + ~ ~ + ~ MOREHEAD TOWNSHIP GUILFORD COUNTY
PLANTING PLAN ~"-~o~ GREENSBORO, NORTH CAROLINA
APPLICANT/OWNER/OPERATOR:
_
_ _ ' CODE NO COMMON NAME BOTANICAL NAME SIZE REMARKS 1500 MILL STREET, SUITE 105
SHALLOW WATER SOIL SPECIFICATIONS: KOTIS PROPERTIES GREENSBORO, NC 27408
PHONE: [phone] FAX:[phone]
DEVELOPMENT PROCESS TO PREVENT SEDIMENT FROM ENTERING THE BMP EMERGENT PLaNTS _ . SOIL AMENDMENTS SHOULD BE INCORPORATED AT THE END OF THE SITE
I AS SOON AS POSSIBLE. WP 101 WATER PLANTAIN ALISMA APP. 4" CONT. NC GROWN _ FACILITY. THE BMP SHOULD BE PLANTED AND MULCHED IMMEDIATELY AFTER AMENDING THE SOIL TO STABILIZE THE S TE - - THE SOIL BI 101 BLUE FLAG IRIS IRIS VIRGINICA 4" CONT. NC GROWN t THE SOIL MIX MUST BE UNIFORM AND FREE OF STONES, STUMPS, ROOTS, OR OTHER SIMILAR CIVIL ENGINEER:
101 PRIMROSE WILLOW LUDWIGIA 4" CONT. ANC GROWN MA7ERIAl MATERIAL GREATER THAN 2 INCHES.
NEWLY INSTALLED PLANT MATERIAL REQUIRES WATER IN ORDER TO RECOVER FROM THE SHOCK OF BEING TRANSPLANTED. BE SURE THAT SOME SOURCE PR I WITH A CHANCE TO BT 101 BULLTONGUE SAGITTARIA LANCIFOLIA 4" CONT. NC GROWN EVANS ENGINEERING, INC.
OF WATER IS PROVIDED, ESPECIALLY DURING DRY PERIODS. THIS WILL REDUCE PLANT LOSS AND PROVIDE THE NEW MATERE ALS PW 101 PICKERELWEED PONTERDERIA CORDATA 4" CONT. !NC GROWN SOIL TES ESTABLISH ROOT GROWTH. - SOIL TEXTURE OF THE MIX SHOULD BE LOAMY SAND WITH NO MORE THAN 10% CLAY (USDA SOIL 4609 DUNDAS DRIVE
505 _ TEXTURA
IN GENERAL, FALL AND WINTER ARE OPTIMAL FOR PLANTING IN NORTH CAROLINA. THERE ARE SOME EXCEPTIONS. SHALLOW WATER PLANTS SHOULD BE _ _ TEXTURAL CLASSIFICATION), PHONEEE336o854 88771 FAX: 336-854?8876
SHALLOW LAND INSTALLED BETWEEN APRIL 1 AND JULY 15.
SHRUBS _ _ _ A MINIMI A MINIMUM ORGANIC CONTENT OF 10% BY DRY WEIGHT FOR AREAS PLANTED WITH WOODY SPECIES
-TIME APPLICATION OF FERTILIZER IS ALLOWABLE TO HELP ESTABLISHMENT. RC 20 RED CHOKEBERRY ARONIA ARBUTIFOLIA 1 GAL. NC GROWN MINIMIZE OR ELIMINATE THE USE OF PESTICIDES AND FERTILIZERS. A ONE _ _ , AND 5~ AND 5% FOR TURF AREAS. PROJECT: 250-58 DRAWN BY: Df
SS 20 SUMMERSWEET CLETHRA ALNIFOLIA 1 GAL NC GROWN N:~x+NCS~xons~NOan+ a+uRa+W aelRtai DESIGN BY: DF STREET DWD SU~IITTALDYdG
A wuluuu Twn_vGAr~ weRaeNTV IC RcnIIIRFn aT THE FNn (1F TNF fiRSTB YEAR AND AGAIN AT THE END OF THE SECOND YEAR ALL PLANTS THAT DO sD zo siLKY ~ocwoo~ coRNUS A%IOMUM 1 cAL. Nc cROwN
THE PH THE PH SHOULD BE BETWEEN 5.5 AND 7.0. IF THE PH FALLS OUTSIDE OF THIS RANGE II MAY dE SHEET oESGKlh'llUN:
NOT SURVIVE MUST BE REPLACED. SL 20 SWAMP LILY CRINUM ERUBESCENS t GAL. NC GROWN 0 SP 20 SWEETSPIRE [TEA VIRGINICA t GAL. NC GROWN
MODIFIED If BEST PROFESSIONAL PRACTICES SHOW THAT PRUNING IS NEEDED TO MAINTAIN OPTIMAL PLANT HEALTH: PRUNE ACCORDING TO BEST PROFESSIONAL PH 20 POSSUMHAW VIBURNUM NUDUM 1 GAL. NC GROWN ~ _ _ MODIFIED WITH LIME TO INCREASE THE PH OR IRON SULFATE AND SULFER TO LOWER THE PH. THE LANDSCAPING PLAN
120 LIME OR PRACTICES. LIME OR IRON SULFATE MUST BE MIXED UNIFORMLY INTO THE SOIL PRIOR TO USE.
IF PLANTS ARE DEAD, DISEASED OR DYING. DETERMINE THE SOURCE OF THE PROBLEM, REMEDY IT AND REPLACE THE PLANT. UPLAND AREA PLANTING PLANTING SOIL CAN BE AMENDED ON-SITE SOIL MATERIAL OR SOIL BROUGHT IN FROM OFF-SITE. IN EITHER SCALE: 1"= 10' DATE: FEBRUARY 28, 2010 10 SHEET NO.:
censs CASE IT CASE IT MUST MEET THE REQUIREMENTS SPECIFIED AND A SOIL ANALYSIS FURNISHED STATING THAT THE SOIL REVISIONS: 4-26- 5
IF WEEDS ARE PRESENT: REMOVE WEEDS PREFERABLY BY HAND. IF A PESTICIDE IS USED, WIPE IT ON THE PLANT RATHER THAN SPRAYING. + CG 21,993 S.F. CENTIPEDE GRASS EREMOCHLOA OPHIUROIDES SPRIGS NC GROWN MEETS Al MEETS ALL REQUIREMENTS BEFORE ANY PLANTING CAN BEGIN.
9

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/ 1 ~ _ _ E~~-.-- ~ - ~ ' SITE oPa
C~ / _ R W w GPPP z ~EF,S i
~ ~ -
~ - _ _ - , J \ W 1 ~
~ - - y 1 i s ROPE
~ / / 1 _ o GN~~C~ w z P `'OPN ~ WIND ROAD
- / _ ~ U
/ ~ 7
~ ~ _ / ® i~ U ~ p
~ / / / / _ O J
-RAP RIP / ~ ~
~ NUT DO / /
r ~ ~ / 4 C/o ~ ' DENNY ROAD
/ - - / i i I
/ BRAIN i _ 1
_ - - - PVC UND ~ / 4 n / /
/ b _ _ 0 C / / ~ / 8?~ C I _ -Z~cc °s VICINITY MAP
- / _ _ _ / P EASEMENT No sCA~E
_ _ - - RAIN / / ~ ~ ~ ~ ERD ~ - - - - - pVC UND
~ 4 / - - LEVATION / ~ - - - - - - - R ACE E / RAIN / a
j - , CELL 5U C DERD i - BIO .25 4 PV C~O i~ /J ~ YARD INLET #23
- - - , - ~ 1845 / ~ ~ C 0 / - I - - ~ / / COG STD 424
~ _ _ _ - - - THROAT: 846.00
~ - _ / I INV. IN (UNDERDRAIN): 841.05
IN C/0 _ _ - I RDRA / VC UNDE 4 P / - INV. OUT (23): 839.00
~
1 ~ \ -
/ l
- ~ -
~ _ L P . VALL ~ / ~ BIOCELL 1 CALCULATIONS: / DRAINAGE AREA= 1.94 ACRES
BUA= 1.07 AC.
\
/ ® RUNOFF VOLUME CALCULATIONS (1" RO FROM ENTIRE WATERSHED
L
\ ~ I _ RUNOFF FROM BUA
~ ~ ` ~ _ ' ~ - BUA = 1.07 AC. (46,609 SF) CN = 98
A - I ~ \ _ \ ~ - _ ~ - S = X980 ~ 1O = 0.20
I _ r RO (1 = 0.067'
- I TOTAL RUNOFF FROM BUA = 0.067'(46,609 SF) = 3,122 CF
I RUNOFF FROM GRASS
I GRASS = 0.87 AC. (37,897 SF) CN = 74
~ o _ 1000 _ S - 74 10 = 3.51
n l i r\ I n t l _ I-- RO (1 = 0.0019'
TOTAL RUNOFF FROM GRASS = 0.0019'(37,897 SF) = 72 CF
TOTAL PONDING VOLUME FOR BIOCELL(REQUIRED) = 3,194 CF
BIOCELL 1 DRAWD W 0 ~1 CA~CU~ATIONS. N S : TOTAL PONDING VOLUME FOR BIOCELL(PROVIDED) = 3,260 CF
3 SCA~.E: 1 =10 " a INFILRATION RATE OF SAND = 2 PER HOUR TOTAL PONDING DEPTH = 9" (845.25-846.00)
TIME TO DRAIN PONDING DEPTH = 9" 2" PER HOUR = 4.5 HOUF~ / = 4.5 HOURS
CIASS i RIP HAP(SEE SECTION MRU DWGHNUT BELOW) TIME TO DRAIN TO 2' _ " ~OW~ , AREAS TD RE DISNRRED PoPE INVERT BELOW SURFACE OF BIOCELL ~ 1 - 36 / 2 = 36" / 2" PER HOUR = 18 HOURS NOTE:
/ (cur, Flu., Erc.) I I RIP RAP HEADWALL
I"IyER7 CLA 1 P RAP HEADWALL ~ r~ pAM ROW UPON COMPLETION OF CONSTRUCTION, AN ENGINEER'S CERTIFICATION
~DW fLOw--~
CLASS 1 RIP-RAP FlLTER FABRI DIIAENSIDNS ARE WA STONE. i' THICK % 1' NIGH NIN. MINI4UM 0.CCEPTABI.E /57 WASHED STONE U I V D E R D R A I I V C A WILL BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE
UNIES$ O7HERYASE LC U SAT I O N S e r~ C DW BMP Desl n Manual . NOTED. BMP DEVICES WERE COMPLETED IN ACCORDANCE WITH THE APPROVED
SECTION THRU DOUGHNUT FILTER AND OUTLET PIPE Flow Throu h FIII I - _ NO SCALE S O I M e d i a 6 4 5 F PLANS ~ SPECIFICATIONS.
C HR 0.18 CFS g 03 / ERSPECTIVE VIEW
4 N~SCALE Factor of Safet = 1 = 0x0.18CFS 1.80 F CS Y
D= 1 ~ _ 6x 1.80x0.011 0.005 0.5 0.375 1.75 OVER FLOW STRUCTURE CALCULATIONS
(EXISTING PIPE INVERTS) Per Table 5-1 if D < 1 5. 3 then 2 runs f
GRAVEL & RIP RAP DOUGN~JUT INSET PROTECTION 0 4 I e wlll be re ulr ed. Pp q Design = 100-Year Storm
Area to Sand Filter = 1.94 AC.
RIP RAP DOUGHNUT (050 = 6")
WITH #57 WASHED Runoff Coefficient = 0.80 (City of Greensboro value for commercial site)
STONE ON FACE 5' 18" HIGH WITH FABRIC TO 5'
CREATE FOREBAY Q(peak) from 100 year storm event = 12.53 cfs
12.53 cfs = 3.33 x 10.68' x d~1.5, where d= depth of flow above weir
BLUEGRASS OR FESCUE 6" OPENING ON ALL TOP OF SOD ELEVATION FOUR SIDES OF YARD
=845.25 SOD PLANTING ON ENTIRE INLET SURFACE OF BIOCELL THROAT ELVAT1oN d = 0.50', 100-yr Elevation = 846.50, Top of 5' Embankment = 847.50
=846.00
FES X22 4" CLEANOUT (TYPICAL) TO BE
- STUBBED AND CAPPED AT TOP OF lNV.• 845.25
SOD LAYER (6 TOTAL FOR BIOCELL#1)
0 W
22 100 YEAR ELEVATION = 846.50 o PONDING DEPTH ~9 ~ = 846.00 ~ - - - - .1 „ _ _ _ _ _ _ TOP OF EMB!
~cg RC,° j - ELEVATION = ''OP OF EMBANKMENT :LEVATION = 847.50
@ ~ 5~~ 9 3 SOD LAYER PROJECT TITLE:
1~IAI~IAI~IA1~lA~I~AI~IAIIIAI~IA~I~AIIlA~IIAIIIA~VlA~IlAIIlA~I~A~IIAIIIA I~A~IIA~ IA~I~A~IIh~IIA IIh~IEA~~~A~IEAIIIA~IIA~IIAIIIAII~h~IfAIIIAII~T~IIA~IIAIIIA~IIA~IIA~IiA~I~AIIIAIIi A A IiA IIAII~A~IIAIIIA~IIAIIIA~IIAII~ 120 WIND ROAD & 3800 NORTH CHURCH STREET
a ° ° a ° ° ° ° ° °d e °
MOREHEAD TOWNSHIP GUILFORD COUNTY
OVERFLOW STRUCTURE FILL SOIL MEDIA TO a ° 9 ° ° ° ° , ° ° as a a a ° a° a °a ° ° a ° °a ° B a PROP. CATCH BASIN ° a ~ ° ° ° ° ° ° °e ° ° » ~ ° a ° a COG STD#424 YARD INL _OW STRUCTURE GREENSBORO, NORTH CAROLINA CATCH BASIN
HAVE A MINIMUM DEPTH ° ° a ° ° ® ° ° ° ° ° FILL SOIL MEDIA, ° X57 WASH STONE 4 ABOVE AND < ° ° a TD#424 YARD INLET ~ APPLICANT/OWNER/OPERATOR:
OF 24" (2 FT) 9 ° ° ° ~ a a ° ° ° Q ° ° ° ° ° Q 2,0'° a ° ° 85%-88~ SAND a ~ ON EACH SIDE OF PIPE. " ° ° , a ° ° ° - e ~'°a ° F
e ° ° ° ° ° ° ° ° a ° 8%-12% FINES a ° ° a ° ~ ° ~ ~'sT KOT(S PROPERTIES 2~ 1500 MILL STREET, SUITE 105
a ° ~ ° 3~-5% ORGANIC MATTER a ° ° ° ° ° 8 ° ° ° ° P-INDEX OF MEDIA 10-30 ° ° ° ° ° ° a ° ~~,p GREENSBORO, NC 27408
° m ° ° a INFILTRATION RATE = 2 IN/HR a PHONE: [phone] FAX: (336}574-2001 2
4" WASHED SAND ° ° ,Q ~ a ° a ° ° a ° ° 4 ° Fd~TER aFABf~IC ABOVE STONE °
a a a ° q ° ° ° a ° 8 a ° a a ° a ° CIVIL ENGINEER: OUTLET OVERFLOW PIPE \ `''`~"„"+i~~,'
° a . ° 'n ° a °
~ ~ EVAN 4 ENGINEERING, INC. ~,~'~,cAoO
O O p 0 O p 609 DUNDAS DRIVE
0 O p O 0 O 0 0 p p 0 0 O p 0 0 p 0 0 p 0 0 O O 0 GREENSBORO, NORTH CAROLINA 27407 ~ •
0 0 O 0 0 0 0 0 0 0 O 0 0 0 0 PHONE: [phone] FAX: [phone] ® ~ S ~
842.00 ° o o O o 0 0 0 o O o p o o „ N o o p fib' ~T ~ ~ 19773 ~8 " RCP y-Z'°~
TIE UNDERDRAIN DIRECTLY DAYLIGHT 4"PVC a
INTO YARD INLET AT AN TO EX/STING RlP-RAP ti?~,..,~ ,a / PROJECT: 250-58 DRAWN 8Y: DF °sy ~s e~~
ELEVATION OF 841.05 ~ INV. OUT = 839.00 SEAS0N,4L HIGH WATER TABLE. X840.00 LINED CHANNEL STREET DWQ \~BnT\TAO ZO~C~RCH\N CHURCH DESIGN 8Y: DF i®dB~, 0.Se~6~, T = 839.00
NO STONE REQUIRED UNDER P/PE SHEET DESCRIPTION:
SEASONAL HIGH WATER TABLE: X83850 BIOCELL #1 DETAIL
2-RUNS OF 4" SCH 40 PVC @ 0.5% REQUIRED. A MINIMUM OF 4 ROWS OF
PERFORATIONS SHALL BE PROVIDED AROUND THE DIAMETER OF THE PIPE, AND DATE: OCTOBER 26, 2009
SEASONAL HIGH THE PERFORATIONS SHALL BE PLACED 6 INCHES ON CENTER WITHIN EACH SEASONAL HIGH SONAL HIGH REVISIONS: 3-2-10 SHEET No.:
WATER TABLE IS > ROW FOR THE ENTIRE LENGTH OF THE DRAINAGE LATERAL. PERFORATIONS WATER TABLE IS ER TABLE IS > 4-26-10 6
THAN 2' BELOW SHALL BE 3/8-INCH IN DIAMETER. THAN 2 BELOW BOTTOM OF BIOCELL BOTTOM OF BIOC N 2' BELOW
NOT TO SCALE TOM OF BIOCELL 9

20' POND \ ~ ACCESS . ~ ~ ~
L \ \ e E~ASEMENT\ v ~ ~ ~ vy
( / \ ~ e \ ~ \ \ ~ END CURB HERE TO ALLOW ~ ~ ~ ~
\ \ ~ \ \ ~ RUNOFF FROM PARKING LOT AND ~ - - ~ - i
\ \ A ~ BUILDING TO SHEET FLOW \ \ ~ TOBIO-CELL 2 e~ / / / w
\ \ I \ \ \ - / SITE R o oP ~ _ W
\ \ e \ ~ v VA \ 1 ~ S~ \ ~ v ~ - - \ w G~PP~~ z
\ I v ~ V ~ ~ ~ ~ _ / / ~ \
~ / \ w PO \ / ~ ~ RGH RO w a N~ w
G ~ ~ - - N ~ / \ /t Z P15GP ~ WIND ROAD
V A ~ YARD INLET 23 - - - ~ _ i ~ / \ ~ ~ 5
/ \ \ \ ' / \ \ 9 ~ COG STD 424 - _ _ _ - ~ ----i ~ ~ A \ \ \ VAV ~ ~ ~ THROAT: 833.50 Re _ i l-- ~ END CURB HERE TO ALLOW ~ ~ \ I
~ \ \ ~ \ - - - -INV. IN UNDERDRAIN : 828.00 ~~e - ~ \ \ ~ ~ ~ ~ 9 ( ) 0 G - RUNOFF FROM PARKING LOT AND \ ~ ~ _
~ \ \ \ \ ~ INV. OUT 24 : 824.00 ~ ~ - - ~ ~ 'Q ~ BUILDING TO SHEET FLOW ~ \ ~ TO BIO-CELL #2 V ~ \ ~ ~ o ~
1 I ~ \ - 0- c/o ~ STORM MANHOLE 25 v ~ / -t- # ~ \ C I ~ COG STD 00 \ ~ ~ 0~ _ f , ~ 1, PR , - i ~ \ ~ Off. O ~
I TOP: 834.00 ~ \ ~ ~ ~ - ~0 , _ -
iNV. IN 23 : 823.50 ~ ~ ~ V \ 1 ~ V ~ ~ ~ ~ 0\~ e P ~ C/0 I \V ~ ~ 0 - ~ 1~ ~ d ~ ~ V \ \ \ t\ ~ DENNY ROAD '
INV. IN 24 : 823.50 \ ~ < ~ _ - ~ INV. OU (5): $22.50 C~ G ~ - - e , P~ _
~ ~ G~\ 834 ~--a ~ \~\\\y l
\ \ ~ _ % ' 832. ~ ~ ` ~ \ ® VICINITY MAP ~ - \ e ~ -i~i~e~i~l~~u- i~\ ~~i~i` p NO SCALE
I ~ ~ A \V t \ ~ - - e Q~- J lJ' ~ 0
\ \ v ~ ~ 9 ~ RENCH e e5~ e ~ ~ ~ \ ~ ~ RAVEL T _ - ~ Q ~ y _ _®I \ \
I ~ \ s. S ~ ~ _ ~ ASS STR - .e- c~ - e ~ ~ \ \ \
\ ~ ~ ~ - e 0 ~ ~ 0 i i \ O ~ - - ~ ~ \ ~ ~ \ \ \
i ~ v V v VA\ ~ ~ ~e ~,OJ
~ ~ A \VA \ \ O D
I ~ v v VA \ \ V~ s ~ _ 2;1 ~ ~ ~ P
/ ~ A \ \ VA\ nV - , e P S E ,
l ~ < ~ 3.
' ~ v A v\\ \V ~ ~ - 'g3 - ~ ~ i / \ \ \ \ ~ C/0 i / V \ ~ C 0 5 e
~ \ VAV ~ \ ~ _ - l , ~ e l / \ \ \ r 4" PVC UNDERDRAIN ~ ~ e e i ~ ~ ELL 2 ~
\ \ \ \ 1 _ ~ e e e / i ~ / \ \ ~ A C 0 ~5e i~-' i e ~ l
\ \ \ ~ / 32.E , ~ ~ ~ ~ / ~ ~ / \ \ \ ~ VA\ C/0 ~,i e , ~0 ~ ~ r~~~'~ ~ BIOCEEL ~ 2 CALCULATIONS: c - s ~ ~
\ I \ ~ -~"-PAIL--UND€-RDRAIN- _ -~'e e e ~ Ci ~ ~ / ~ ~ ~ \ \ \ v \iA\ ~ - = - e e Q, / _ ~ ~ 1 ~ DRAINAGE AREA= 1.42 ACRES
l ~ A \ V ~ ~ i ~ VAV ~ W e e e ~ ,p ~ ~i \ ~ e A V \ - ~ e ~ Q \ ' ~ _ _ ~ BUA= 0.78 AC. \ ~
i ~ ~ V ~ \ \ \ ~ ~ e e ~ 'ji / 1 RUNOFF VOLUME CALCULATIONS (1 RO FROM ENTIRE WATERSHED)
! ~ \ \VA \ \ ~ e e ~ ~ ~ 9 V \ ~ ~-2 e ~ v v v v v ~ __---e ~ ~ o ~ ~ I
~ ~ 2,. - - - e ~ v v v vvv ~ , - - y ~ - ~ RUNOFF FROM BUA
~ v \ vv ~ 8 _ - - ~ i \ 3 - - ~ ~ \ \ ~ 0 - 0 e~ \ 3 ~ I BUA = 0.78 AC. (33,846 SF) CN = 98 ~ ~
i \ 8 ~ v \v vv 8 ~ 8 v vv , ; ~ 82 r< ~ ~ 2 ~ S=1°-0~°- 10=0.20
~ \ 8 6 0 _ _ \ \ \ g2 ~ / / J / ~ _ RO (1 0.067'
~ ~ ~ ~ v vvv v v ' ~ v ~ ~ ~ ~ ~ TOTAL RUNOFF FROM BUA = 0.067 (33,846 SF) = 2,268 CF
vvv e ~ ~ ~ v \ \ = ( D ~
/ ~ ~ \V Ai ~ ~ ~ G~ / I ~ VA \ ~ e ~ ~ J~ i
/ A ~ ~ \ ? ~ ! f ~S` ~ l \ V A\ A\ 1 ~ 6' / ~ ~ RUNOFF FROM GRASS
/ / l v v ~A \ ~ 1 / ,,,y , ~ GRASS = 0.64 AC. (27,879 SF) CN = 74
v A VA\ f / \ \ \ 1 ~ ~ i A V A \VA ~ ~ / \ ~ ~ S = ~1000 _ 10 = 3.51 ~
v v \ VA\ I o~ 1 /
i A v A\ , ~ l ~,I ~'`~0,,~;>~~~ y ~ ; ~ RO (1 = 0.0019' TOTAL RUNOFF FROM GRASS = 0.0019'(27,879 SF) = 53 CF
TOTAL PONDING VOLUME FOR BIOCELL(REQUIRED) = 2,321 CF
BIOCELL 2 DRAWDOWN CALCULATIONS: ~TIONS: TOTAL PONDING VOLUME FOR BIOCE~L(PROVIDED) = 4,003 CF
SCALE: ~ =2O INFILRATION RATE OF SAND = 2" PER HOUR TOTAL PONDING DEPTH = 9" (832.75-733.50)
TIME TO DRAIN PONDING DEPTH = 9"/ 2" PER HOUR = 4.5 E UR = 4.5 HOURS
TIME TO DRAIN TO 2' BELOW SURFACE OF BIOCELL 1 = 36" ~1 = 36" / 2" PER HOUR = 18 HOURS
UN ERDRAIN CALCULATIONS er NCDW BMP Desi n Manual D
FI w Throw h Fill Soil Media = 770 CF HR = 0.2139 CFS o g
_ _ NOTE:
~ r of Safet - 10 x 0.2139 CFS - 2.139 CFS acto Y ,
_ UPON COMPEETION OF CONSTRUCTION, AN ENGINEERS CERTIFICATIC TIFICATION
= 1 x .139x0.011 0.005 0.5 0.375 - 1.87 D 62 WILL BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE THE
Per Table 5-1 if D < 5.13 then 2 runs of 4 i e will be re wired. p p q BMP DEVICES WERE COMPETED IN ACCORDANCE WITH THE APPR01, APPROVED 011ER E~OW STRUCTURE CALCULATIONS
PLANS & SPECIFICATIONS. Design = 100-Year Storm
Area to Sand Eilter = 1.42 AC.
Runoff Coefficient = 0.80 (City of Greensboro value for commercial site)
5°
Q peak from 100 year storm event = 9.173 cfs
9.173 cfs = 3.33 x 10.68' x d^1.5, where d= depth of flow above weir
6" OPENING ON ALL BLUEGRASS OR FESCUE FOUR SIDES OF YARD
SOD PLANTING ON ENTIRE INLET THROAT ELVATION d = 0.41', 100-yr Elevation = 833.91, Top of 5' Embankment = 835.00
SURFACE OF BIOCELL =a33.so
4" CLEANOUT (TYPICAL) TO BE STUBBED W AND CAPPED AT TOP OF SOD LAYER
TOP OF SOD ELEI/ATION (10 TOTAL FOR BIOCELL #1)
=832.75
`~00 YEAR ELEVATION = 833.91
PONDING DEPTH ~9~ = 833.50 = ~ ~j• TOP OF TOP OF EMBANKMENT
" 3" SOD LAYER L VA I 9 ELEVATION = 835.00 PROJECT TITLE:
~II~~Iih~I~~~li~~liA~l~h~IIA~I~h~IfT~l~h~llh~l~A~ A~IiA~li~~li~~lih~I~A~Ifh~li~~IlA~IIA~IIA~lih~l~A~I~T~IIA~I~A~I~A~I~h~I~A~I~h~I~A~I~h~ Inll~h~I~A~i~h IiT~llh~l~ril~h~I~A~I~h~I~A~i~h~I~d~I~A~I~A~li~~lE~~liA~lin~ltA~li~~liA~li~~li~~li~~liA~ ll~h~l~h~liA~li~~liA~liA~ll~Ili~~li 120 WIND ROAD & 3800 NORTH CHURCH STREET
° d ° a ° a q° ° 4 a ° ° ° ° d ° d ° a - ~ ° ° ° ° _ ° ° d ° MOREHEAD TOWNSHIP GUILFORD COUNTY
° ° ° d °a - Q ° d ° ~ ~ ° ° a° ° ° ° ° d ° °a ° OVERFLOW STRUM GREENSBORO, NORTH CAROLINA OVERFLOW STRUCTURE
° Q ° ° d PROP. CATCH Bi FILL SOIL MEDIA TO ° ~ a ° o ° a ° a ° d ° ° ° B ° a ° d ° °a ° ° d COG STD#424 Y • PROP. CATCH BASIN COG STD#424 YARD INLET \ APPLICANT/OWNER/OPERATOR:
HAVE A MINIMUM DEPTH ~ ° ° a ° ~ ° ° ° ° ° d ° s d ° ° ° F/LL SOIL MEDIA, a a , X57 WASH STONE 4 ABOVE AND a , ° ° ° d \~-~'s~ KOTIS PROPERTIES
OF 24" (2 FT} d d a ° ° ON EACH SIDE OF PIPE. ° ° 2.0'~ ° ~ ° 85%-88% SAND ° d ° ° ° ° °d ° d ° ° d d 8%-12% FINES a d a d ° ° ° a ~ ° d ° °
° ° ° ° ° ° 3%-5% ORGANIC MATTER a a d a. °8 a ° \~'L~, 1500 MILL STREET, SUITE 105
° ° d ° P-INDEX OF MEDIA = 10-30 a ° o a d ° ° ° , ~~~~G PHONE:(3 6)574S62000 NFAX~[phone]
as ° a a ° INFILTRATION RATE = 2 IN HR° ° ° ° ° ° ° ° ° d 4" WASHED SAND ° ~ a ° d°° n ^ ° °d ° , ° m ° ° ° a ° ° ° a a ° \ ~'O
° ° ° ° ° ° FdL°TER °FA RIC ABOVE S1'°ONE ° d a 4 \ CIVIL ENGINEER:
° e ° a ° ° ° d OUTLET OVERFLOW PIPE \ ®A~111'1lttie'/
° ° a d ° ° a \ CARD e~°0i
EVANS ENGINEERING, INC. ,y~~ \ 4609 DUNDAS DRIVE
0 ° ° ° ° 0 ° ° ° ° 0 ° ° 0 0 ° 0 0 ° ° GREENSBORO, NORTH CAROLINA 27407
0 ° ° ° ° ° 0 0 0 ° ° ° ° ° ° ° 0 - - _ PHONE: [phone] FAX: [phone] ~ ; w
0 ° ° ° ° ° ° ° 0 ° ° ° ° ° ° ° 829.50 ° ° ° ° o o ° ° 4 » 19773
N ° o \4 ~8 RCP ~ y z' DAYLIGHT 4" Pl/G ®~®i ~~ti•w.w+ ~e®.
T1E UNDERDRAIN DIRECTLY s e TO EXISTING RlP-RAP PROJECT: 250-58 DRAWN BY:'DF ~ ~ 0°
INTO YARD INLET AT AN _ ELEVAl10N OF 828.00 N INV. OUT = 824.1 H: \DRAINNGS\NOTIS\NORTH CHURCH\N CHURCH DESIGN BY: DF ®eab~ 0~~~1~~~ INV. our = e24.oo LINED CHANNEL STREET DWQ SUBAIITTAI 2.O.DWC ~ .
SEASONAL HIGH WAIEH IAH ,L: &2150 _ SHEET DESCRIPTION:
NO STONE REQUIRED UNDER PIPE
BI®CELL #2 DETAIL
SEASONAL HIGH WATER TA81-E.' 82500
2-RUNS OF 4" SCH 40 PVC @ 0.5% REQUIRED. A MINIMUM OF 4 ROWS OF DATE: OCTOBER 26, 2009
PERFORATIONS SHALL BE PROVIDED AROUND THE DIAMETER OF THE PIPE, AND HIGH SEASONAL THE PERFORATIONS SHALL BE PLACED 6 INCHES ON CENTER WITHIN EACH SEASONAL SEASONAL HIGH REVISIONS: 3-2-10 SHEET NO.:
WATER TABLE IS > ROW FOR THE ENTIRE LENGTH OF THE DRAINAGE LATERAL. PERFORATIONS "10CELL #2 WATER TAE WATER TABLE IS > 4-26-10
TYPICAL SECTION T111111ZOUGHY THAN 2' B THAN 2' BELOW SHALL BE 3/8-INCH IN DIAMETER. THAN 2' BELOW
BOTTOM OF BIOCELL BOTTOM Of BOTTOM OF BIOCELL 9
NOT TO SCALE

LINE TABLE
TEMPORARY SEDIMENT PIT #1 LINE BEARING (STANCE ,
L-11 N84' T57"E ~ 18.91 ~ ~ _ _ ~ ` , _ - - o.so PIPE CFIART
TOTAL DISTURBED AREA= 3.19 Aa L_2 SQ2°3 Q9~~Af ~1Q3.12 ~ ~ - _ _ _ _ i _ _ _ TOTAL DRAINAGE AREA 3.19 Ac. ~ L-3 ~ S~Q2'33'38-W- - -180:1-9- ~ ~ ` I I- 5.75 INIHR D ~esIGNSTORt~=~of 1. AREA DETERMINED BY D.M.D. METHOD
C = 0.35 FOR UNIMPROVED CLEARED AREA I= 5.15 INIHR L-4 SQ2`41-'2$"W 131.55 I, ~ ~ ~ ~ I AREA TOT Q p~~0, SLOPE CAP. ppE~ gLO~ ~ ~ I N0. (Acre) (Acre) CXI (C.F.S.) (Etches) (/o) (C.F.S.) (Inches) 115®(9 HPEt~ SLOF£ CAP. LENGTH i.) (~~1 L~®I^sl (C.F.S.) (L.F.) 2. THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA
REQUIRED VOLUME _ (3600 CflAc) x TOTAL DISTURBED AREA L- 5 N 02'1 D' 19"E 33.40 , ' _ - _ _ _ _ ~ \ t ~ / ^ ~ \ ~ ,
REQUIRED VOLUME _ (3600 C4Ac) x 3.19 Ac. = 11484 Ft3 -6 ~ N 8 '49 29"W 79.80 t. - _ _ _ ~ ~ / _ 7~ ~ / 1 0.16 0.16 4.60 0.74 15 0.01 0.74 15 0.50 { 15 a.5o a.56 32.49 / AS DETERMINED BY THE DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT I 15 D.SO 4.58 30.03 PER PANEL MAP 3710786600) DATED JUNE 18, 2007. ZONE X (SEE DESCRIPTOR). ~
REQUIRED SURFACE AREA = (.01)(PEAK IN FLOW RATE) _ (0.01)x(C)x(I)x(A) -7 N87'S2 03"W 67.93 I I ~ ~ ~ I 2 0.10 0.26 4.60 1.20 15 0.03 1.20 15 0.50 REQUIRED SURFACE AREA = (.Oi) x 0.35 x 5.75 x 3.19 -8 S82 53 05 24.61 ; ~ ~ \ I { 15 O.SD 4.58 162.25 ~
2 / ~ , 3 O.D4 0.30 4.60 1.38 15 0.05 1.38 15 O.SD REQUIRED SURFACE AREA = 0.06 Ac. = 2796 Ft -9 S7 °51;4 'W 27.08 I \ \ ~ ~ ~ / 4 0.27 0.57 4.60 2.62 15 0.16 2.62 15 0.50 15 0.5D 4.58 30.24 w 1s D.so 4.58 153.55 3. DEEDS OF REFERENCE S) TE J
REQUIRED SURFACE AREA = (L z W) 74.79 Ft x 37.39 Ft = 2796 R2 L-1 N84'59'15"E 50.65 ' 1 ~ ~ , ~ _ _ _ \ \ I / / 5 0.01 0.58 4.60 2.67 15 .0.17 2.67 15 0.50 PROVIDE SURFACE AREA = (L x W) 95 Ft x 45 Ft = 4275 Ft2 L-11 S84'S8'23°E 49.78 ~ \ ~ " ~ ~ ~ ~ ~ _ / - / ~ 6 0.52 0.52 4.60 2.39 15 0.14 2.39 15 0.50 I 1s 0.5D a.5e 102.00 DEED BOOK 4579 PAGE 1103 IS SUBJECT PROPERTY. ~pP° ~
PROVIDED DEPTH = 3.5 Ft. ~ \ \ / ~ \ i / 7 0.15 0.67 4.60 3.08 15 0.23 3.08 15 0.50 { 1s D.so 4.5s 33.00 DEED BOOK 4579 PAGE 1105 IS SUBJECT PROPERTY. W c~Pp°~" Z
- ~ - ~ ~ / { ~ ~ / 8 0.46 0.46 4.60 2.12 15 0.11 2.12 15 0.50 PROVIDED VOL.=I((LTOP x Wroa)'(Lsono" x Weonon+)) 12] x DEPTH ~ ~ \ { ~ / \ I 15 ~.oo s.a6 12895 4. THIS SURVEY IS OF AN ACTUAL FIELD SURVEY HAVING AN ERROR ~ ~E~S }
PROVIDEDVOL= 95 x 45 ( 81 x 31 ) ! 2j z 3.50 ~ / ~ ~ \ { ~ /i ~ 9 0.13 1.26 4.60 5.80 15 0.80 5.80 15 1.00 ~ I ~ ~ \ 4-- ~ 10 0.41 1.67 4.60 7.68 18 0.53 7.88 18 0.55 PROVIDEDVOL.= 11678 Ft3 I STORM STRU TtJRES - STRUCT. OP ELEV. INV. IN INV IN INV Ufi \ ~ ~ / t ~ ~ 11 0.40 2.65 4.60 12.19 24 0.29 12.19 24 0.50 I 16 0.55 7.a1 13zs7 ~ OF 1':17,521' J.M. ~ 9 24 0.50 16.04 207.68 / w pP°
PROVIDED WEIR WIDTH = 1D Ft 829 34 \ c I t I ~ 12 0.00 2.65 4.60 12.19 24 0.29 12.19 24 0.50 ~ / /i s 2a D.SO 1s.oa 147.83 ~ 6. 756,146 SQUARE FEET OR 17.3587 ACRES TOTAL ~ R W
NOTES: F.E.S. A 000.00 000.00 000.00 M.H. "B 844.54 830.04- S10Q00~- 9.9 - ~ ~ ~ ~ 13 0.40 3.05 4.60 14.03 24 0.38 14.03 24 0.50 1) PIT SIDE SLOPES TO BE 2HaV D, I. 'C" 842.47 83 .90 000.00 83 .7 / / ~ , ~ t / 3 24 0.50 16.04 54.03 \I ~ p15~PN C u~i WIND ROAD
2 DIMENSIONS GNEN ARE TOP DIMENSIONS / ~ / / j /~/i 14 0.10 3.15 4.60 14.49 24 0.41 14.49 24 0.50 ) D.I. "D' 840.96 83 .53 000.00 83 ,3 / ~ ~ p~~ , ~ / ~ ~ ~ j 15 1.24 4.39 4.60 20.19 24 0.79 20.19 24 1.00 9 24 0.50 16.04 175.75 r s 2a t.oo 22.x8 33.75 I 7. DASHED LINES SHOWN NOT SURVEYED ~ ~
3}THREE BAFFLES WILL BE REQUIRED IN EACH SEDIMENT PR D.I. E 842.25 6.58 000.00 83 .4 1 ~ ~ Qo C' ~ / m, t / / / i~ / 16 0.67 0.67 4.60 3.08 15 0.23 3.08 15 0.50 4) CLASS B EROSION CONTROL STONE IS Tb BE USED TO CONSTRUCTTHE OUTLETSPILLWAY D.I, ' F' 847.20 842.65 000.00 83 .25 ~ ~ , i ~ 1 ~ ' ~ ~ t / / / /j / 17 0.24 0.91 4.60 4.19 15 0.42 4.19 15 0.50 I 15 0.50 4.58 91.03 ~ ~ ~
5) MINIMUM DEPTH REQUIRED IS 3.5' D.I. 'G" ~ ~ ' ~ / i ~ v ~ ~ / - - --0 t / / / v ° I t5 o.so 4.se 65.1z ~I g. TITLE COMMITMENT N0. 2O0800132CA -INVESTORS TITLE INSURANCE COMPANY I 15 0.50 4.56 44.69 I F ~
IRELEVATION , ' , / / \ 1/ g-~~ /i ~ / 18 0.14 0.14 4.60 0.64 15 0.01 0.64 15 0.50 6) MAXIMUM HEIGHT IS TO BE 3.5' ABOVE GRADE, TAKEN FROM THE WE ' , ~ ~ / / /j / 5 15 0.00 0.05 15 0.50 7) MINIMUM UW RATIO IS TO BE 2:1 D.I. H 1 ~ ~ (`~~t ~ ~ / / ~ ~ 19 0.01 0.01 4.60 0.0 i 1s oso ass 2s.ao ~I) 9, TAX MAP -SEE MAP. o w
I D.I. I ~ ' v 0`~ \ ~ ~ ~ ~ / 20 0.13 0.28 4.60 1.29 15 0.04 1.29 15 0.50 T MP RARY SEDIMENT PIT #2 F.E.S. ' d 000.00 000.00 000.00 828.1 ~ ' ` , ~ {,',S - - - ~ ~ / ~ ~ 0.85 5.98 15 1.00 E 0 ~ , ' - , Y / ~ / ~ 21 0.11 1.30 4.60 5.98 15 I 15 0.50 4.58 75.13 II ~ N s 15 1.00 s.ae 113.99 ~ 10. ALL DISTANCES SHOWN ARE HORIZONTAL FEET UNLESS OTHERWISE NOTED. ~
I 828.47 - ~ ~w/ '4 C.I. K" 838.07 828.57 000.00 , ~ _1! r / ~ r ,~9/ / / ~ ~ 22 0.30 1.60 4.60 7.36 18 0.49 7.36 18 0.50 i 18 0.50 7.45 16.18 J
TOTAL DISTURBED AREA = 1,64 Ac. I C.I. 'L 838.52 829.74 000.00 829.14 ` ~ ' - - - ' ~ _ - - / / ~ ~ / ~ \ 23 0.34 1.94 6.40 12.42 18 1.39 12.42 18 1.50 TOTAL DRAINAGE AREA= 3.2 Ac. F.E.S. M' 000.00 836.71 000.00 000,00 / - ~ / / / / /~1 4 1.42 1.42 6.40 9.09 18 0.74 9.09 18 1.00 2 18 1.50 12.E 113.37 r DENNY ROAD I t8 1.00 10.53 3t.7a THERE ARE NORTH CAROLINA GRID MONUMENTS WITHIN 2000' OF PROPERTY, SEE MAP FOR
C= R35 FOR UNIMPROVED CLEARED AREA I C.i, N" 869.46 000.00 000.00 863.56 / ~ ~ _ ~ ~ \ ~ i / ` , ~j j / ~ ~ 1 \ \ 2 24 0.90 21.50 24 1.00 1= s.75 INIHR C.I. 0" 869.35 862.73 000.00 862.95`" / / _ _ ~ - ~ ~ / / ~ - - - ~ / ~ ~ ~ 25 o.DD~ 3.36 6.40 21.50 0 24 1.00 22.68 203.76 ~ TIES. NORTH CAROLINA GRID MONUMENT "WHARTON" WAS USED AS A BASE ELEVATION FOR
\ / ~ - / / ~ ~ ~ ~ t 4 Spaces A \ ~ ~~a. REQUIRED VOLUME _ (3600 CflAc) x TOTAL DISTURBED AREA M.H. ' P 866.86 000.00 000.00 0 .00 j ~ 860 i / ~ / ~ l \ a ~ TOPOGRAPHIC INFORMATION. INFORMATION FROM PLAT BOOK 123 PAGE 56 WAS USED IN
RE IREDV LUME= 36000flAc x 1.64 Ac.= 5904 Ft3 ~ C.I. Q 859.91 A=849,51 E=849.21 48,91 ( / G / / ~ / ~ ~ ~ so~.'= OU 0 ( ) _ / / ~ ,e • i ~ t r A ~ c^ X86( ~ g60~ / CONJUNCTION WITH MONUMENT "WHARTON" TO REESTABLISH A GRID BEARING (SEE REBAR
REQUIRED SURFACE AREA = (.Oi)(PEAK IN FLOW RAPE) _ (0.01)x(C)x(I)x(A) M.H. 859.85 000.00 000.00 854.69 f ~ ~ ~G / / / ~ / \ \ \ 75 Spaces 1 f~ \ \ _ C.I. 'S' 860.04 000.00 000.00 854.88 ss s / / V 1 ` \ ` ` ` ` ~ ~ \ ~ \ REQUIRED SURFACE AREA-(.Di)x 0.35 x 5.75 x 3.2 \ T / / ~ \ ~ "A"). MONUMENT "GULF" HAS BEEN DESTROYED DUE TO SIDEWALK CONSTRUCTION. VICINITY M A P NO SCALE
- Ftt D~l. T 859.95 000.00 000.00 ~Q00.00 ~ / A ~1 \ \ \ ~ \ \ \ \ \ \ REQUIRED SURFACE AREA - 0.06 Ac. 2805 \ cd' \ - - = s M.H.\ U 865.42 000.00 000.00 00 .00 ~ / ~ / / \ ~ ~
REQUIREDSURFACEAREA (LzW} 74.90 Ft x 37.45 Fl 2805 Ft F.E.S. W" 861.54 000.00 000.00 882,40 / J i ~ l / °o „ ro \ \ ~ PROVIDE SURFACE AREA = (L x W) 80 Ft x 36 Ft = 2880 FiZ 000.00 000.00 1858, 49 / ~ / i - \ / \ \ \ \ \ \ \ \ \ \ \ 1 c~ \ r`\ \ ~ ~
C.I. 861.74 / ~ / ~ ~ ~ \ \ PROVIDED DEPTH = 3 Ft. C.I. X 861.83 000.00 0 .6fl 858,b8 / / / , - / ~ / / ~ ' v ~ ~ ~ ' ' ~ ` ` ` ` ~ \ 75 S~aces ~ \ \ ~ ~ SITE DATA:
/ / ~ l ~ l \ \ PROVIDED VOL. I((LTOa x WTOP)*(LsonoM x Weorrowt)} I2) x DEPTH C.I. Y' 828.10 818. 000.00 8 .91 ~ / / f~ f / ! / / \ 1 m \
PR VID DV L.= 80 x 36 + 68 x 24 ) 1 2] x 3 C.I. 'Z' 827.98 81 .79 000.00 ,818.67 / / ~ / , ~ / / S V ~ Nq AV A 0 E 0 (f 7 ) ( / / / / \ x~ ~ ~ ~ ~ \ / 22 poces yo \ \ \ PROVIDED VOL.= 8788 Ft I / / / ~ ~ 2~, i ~ ` ` v v ~ ~ v ~ v v v ~Vv ~ N ~A \ \ _ i / ~ _ \ ~ I ,~f _ TOTAL AREA: t 17.3587 ACRES v , ~ / ~ ~ ~ 1 ~ ~ TAX MAP: ACL-431-1-11, 15, 16, 22, & 23
- / / / l PROVIDED WEIR WIDTH = 10 Ft ~ ( / / \ / / / ~ ~ ~ ~ / I \ ~ ~ J ~ ~ / , REFERENCE: P.B. 123, PG. 56, LOTS # 1-5
NOTES: i ~ ~ ~ ~ / A \ \ \ \ \ ~ V ~ \ II / / / ~ / ~ / ~ ~ ~ i ' / ~ /V/\/V/~~ \ ~ 1) PIT SIDE SLOPES TO BE 2H~JV 1 i / / / ~ / / / ~ V ~ ~ \ / A \ \ \ ~ \ \ \ \ \ \ V \ VAV V I ~ ~ A v , \ 1 ~ ~ 1 ~ ZONING: CD-HB
2) D9ENSIONS GNEN ARE TOP DIMENSIONS 1 / / / ~ \ \ i ~.t- ~ ~ \ ~ \ \ \ ~ ~ \ v - ~ 1 ~ Ii ~ , v
3) THREE BAFFLES WILL BE REQUIRED IN EACH SEDNIENT R / / / \ , ~ ~ o ~ 23 paces \ s ~ 4) CLASS B EROSION CONTROL STONE IS TO BE USED TO CONSTRUCT THE OUTLET SPILLWAY ~ / j I \ , - ` \ _ ~ t / \ I ~ i\ \ I I I I / Vu6 - VANCE-URBAN LAND COMPLEX, 2% TO 10% SLOPES.
/ / / / E8 ~ ` ~ 1 ! / / 1 w 9`~ \ 5) MINIMUM DEPTH REQUIRED IS 3.5' II ~ ~ / / / ~ ~ ~ ~ V- v t ! C / \ 25~~ V I ~ ~ aA ~ \ \ ~ J _ _I_ _ ~ \ \ ~ I / I CTB -CECIL-URBAN LAND COMPLEX, 2% TO 10% SLOPES. I
6) MANMUM HEIGHT IS TO BE 3.5' ABOVE GRADE, TAKEN FROM 1HE WEIR ELEVATION I ~ ~ / / m \ ~5 HARDWARE CLOTH \ ~ \ i r ~ \ 7) MINIMUM UW RAT10 IS TO BE 2:1 II / / I 1 m 1; ~ ~ ~ t \ \ AND GRAVEL INLET \ \ \ \ I ~ \ \ ~ /i / Ir I I I
I / k < - N " \ _ ~ PROTEC110N STREAM IMPACTS( \ ~~a' / ~ ~ TEMPORARY SEDIMENT PIT #3 / ~ I ~ ~ 1,/"~ ~ I A \ \ \ I ~ ! (rYP c L) ~ \ \ /
I '.1 t 1 i• \ ~ ~ \ \ 239 LF OF UNIMPORTANT \ \ _ II 1 I
R 2s7 AG. / I Wig` 1 1 ~ ` k ~ \ \ \ ~ INTERMITTENT STREAM TO BEPIPED / \ TOTAL DISTURBED A EA ~ M,rl'u' r ~ ~ V I _ TOTAL DRAINAGE AREA = 3.86 Ac. ~ \ _ _ _ ~ ~V~ 1...-~ " 1 AND FILLED, A ~ ~ ~ \ ~ \ , I~ III I ~I I`_)I EROSION CONTROL LEGEND
C = 0.35 FOR UNNPROVED CLEARED AREA / J ~ / 2 '1, ~ . ~ ~ \ - ~ 1 - ' \ I / ~ ~ asP"au\ ~ / / ~ ~ ~ - n ~ I = 5.75 INIHR / ~ / / w )1; ~ ~ ~ 1 ~ _ ~ I / ~ ~ \ ASPHAIT\ ~ \ I I I I I I l
REQUIRED VOLUME _ (3600 CflAc) x TOTAL DISTURBED AREA ( ,s o , , • \ ! ` \ \ \ \ \ \ \ 1 \ \ ~ Y I ~ / \ ~ I ~ ~ ~ I ~ I II ~ X X X-TEMPORARY SEDIMENT FENCE
- ~ 2.57 AG. = x262 Ft3 V ~ 1~~ ~ L ! ~ v A \ \ \ V fi ~ _ ~ ' / REQUIRED VOLUME - (3600 CfIA ) x / ~ ~ A I ~ 1 ~ ~ { { A \ \ \ \ \ \ \ \ \ \ V ~ ~ - ~ ~ - V~ ~ ~ ~ ~ I ~ ~ ~
REQUIRED SURFACE AREA = (.01)(PEAK INFLOW RATE) _ (O.Otp(C)x(I)x(A} - ~ ~ I ~ ~ 1~~ I ~ ~ - - ! ~ A \ \ \ ~ ASV ~ / REQUIRED SURFACE AREA = (D1) z 0.35 x 5,75 x 3.86 / ~ ~j I ~ ~ i j I ~ ~ V - / t ) Y~ ~1 I II II \ ~ ~ ~ ~ CONSTRUCTION ENTRANCE
z / 1 1 1\ - v ~ t ~ ~ V A/vl ~ ~ I , ' REQUIRED SURFACE AREA = 0.08 Ac. = 3384 Ft ~ f I ~ ,s ~ I- v A \ \ \ \ \ \ \ \ ~ ~ / i ~ 1 v, v~,vvv~,vv A t l 6.9 ~ 1 I~ L i EIP I I I I i \ `II
REQUIRED SURFACE AREA = L x W 82.27 Ft x 41.13 Ft 3384 Ft~ I 1 ~ I 'C L.1 1'', I 1 ~ ~ 2t S aces V \ \ f ) 2 / I J ~ ~ I ~ V ~_i 1 ~P 1 ~ /
PROVIDE SURFACE AREA = fL x W) 90 Ft z 40 Ft = 3600 Ft II I I 1, ' \ - ~ { ` { I - I { ~ t / PROVIDED DEPTH = 3.5 Ft. - ~ \ , ~ 21 I IIIREBAR' } I ~ I I \ III ~ I 11~ ~ I I \ II TEMPORARY INLET PROTECTION
\ II J I 1 t.. ~ 1J ~ I / \ / 1 ' \ - 1 t ~ \ 22 Spaces PROVIDED VOL.=I((Lroa x Wrov)+(LaonoM x WsorroM)} l 2) x DEPTH ~ ~ t ~ I. ` cr \ \ \ \ \ \ \ \ \ \ \ l ~'XISTING I I I I I I I 4 I ~ oooD
PROVIDED VOL.= 90 x 40 ( 76 x 26 ) ! 2J x 3.5 ~ ~ II ~ I 1 1 I \ ~m) \ v ~ ~ WET'I,,AND IMPACT' W2 / ~ / I ~ ~ / / / I 1 vvv,vvvvvvvvvv 7 'TORY BU D.I. PROVIDED VOL.= 9758 Ft3 Ii / ~ , I I ~T 1 1 ~1 0,080 ACRES OF WE'17,ANDS ~ ~ IlIDING ~ I ~II ~ ~ ~ I ~ I ~ DISTURBED AREA LIMITS T D... ~ III ~~I ( I \ ~ / I ~
t ~ / ~ Y~ ~'`~~'~^~v/ V' ~ ~ ~ ~ PROVIDED WEIR WIDTH = 10 Ft ~ , / ~ I . TO BE FILLED - 64 628 S l ~ I 1 \ I I ~ ~ , ~ \ \ \ ~ \ \ \ ~ Q. FT. \ I ~ ~ ~ TEMPORARY SEDIMENT PIT ~ I}~ I ~ I I
NOTES: II ~ w m~
1) Pff SIDE SLOPES TO BE 2H:7V II I~ 1 _ - REBA L-11 I ~ 8a6 ~ • • ~ ~ ~ 1 2I Spaces / 2) DIMENSIONS GNEN ARE TOP DIMENSIONS ~ - REBAR L-10 REBA ~ I `,1 I I / II ~ ~ 131.64' ~ ..CUx::.: v.:::' ? , ~~~IIID.~•r / ~ ~ IV A I ~ I
3 THREE BAFFLES WILL BE REQUIRED IN EACH SED~IENT PIT I I ~ ~ A 'a+! I ~ I \ ~ I_ ~ ) i--,~...--pg~955 ~....-l.. ~ \ tBSpaces \ I ,i ~..r:. 4) CLASS B EROSION CONTROL STONE IS TO BE USED TO CONSTRUCT THE OUTLET SPILLWAY ` Etf~ ® s - li aaa \ { ~ ~ \ ` \ \ \ \ \ I ~ I I \ IIl ~ - ~ TEMPORARY DIVERSION BERM ~ ~ ~ ~ A I v
5 MINIMUM DEPTH REQUIRED IS 3.5' ( ~ ` ` ` \ ~ ~ ~ ~ ~ ~ I I I '~~~Jl A I I A I I
6) MAXIMUM HEIGHT IS TO BE 3,5' ABOVE GRADE, TAKEN FROM 1HE WEIR ELEVATION c.i.'w' ~ x• - o Z. ~ ~ ; ~ ~ \ \ \ \ ~ ( MINIMUM UW RATIO IS TO BE 2:1 M.n.'Y I I my 1 I~~ ` \ \ \ I , ~j \ \ I / 25' X 100 X g" 100' X 8" ( r I J 7 EIP I I ~ \I I \ ~ ~ ~ ®®®s DELINIATION LINE
~ \ \ ~ ~ o o \ \ i 1 \ \ / II I) i w.~! 1 \ \ \ \ \ \ \ \ \ I / CONSTRUC°fIONENTRANCE [ON ENTRANCE I~ I J i l / n I I J \
/ ; ~ ~ A \ I ~ ~ ~ 6 A V A ! A v v v ~ v v ~ v ~ ~ ~ ~ \ \ ~ (TYPICAL) ~ ' ~ 1 I ~ s5~ A II ~ U :'I ~ 17 SPace3 V I / tCAil~ ~ ~ ,i I ~ ~ ~ t IIC~ \
i ~ d - 656 5a , '1 ~ 25~ 1O0 X g I o - 1 , ! ~ \ I 33.0 1 , ~ ~ Ii, .t I ~ ; L 0 I ~I i / ~,'C~ , . 1
1 CONSTRU ION ENTRANCE I ? ~ o~ ~e I , , ~ A ! ~ is ayes \ C /I I~ ~ B6 A ~ y / ~ )s ! \ ~ \ Tr acAL \ A V ~ v v , , ' I ~ ~ •ki ~ / ~ ! ~ ~
i ~J la
i I - 1 ; 4 \ I 4 ~ \ i ` TEMP. SEDIMENT STREAM IMPACT' S2 , ~ v v / ~ vv ~tiE ! s i 1 It \ V' ~ i C ~ 0.35 T EIVI P®RAY BERM C HAa NOTE: EXCELSIOR LINER TO ~ NORTH AMERICAN GREEN OR E (J JJ ~I m ~ / . , _ . _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _QUNALENT. 10/20/2009 I
\ 1 / - I I ~ i''. PIT 3 ~ T49 LF OF PERENNIAL STREAM TO BE ~ ~ ti-- ~ a ~ - 1 ! ~ - ASPHA i ~ ~ I \ ~ \ 1 ~ _ - - _ ~ ~ , ~ I ` { 1t J TOP EL. = 840.50 ~ \ \ ~ PIPED AND FILLED. ~ • + I J Ai ~ ~ j'I ~ ~ / / I 5.75 INlHR NOTE: GRASS CAN WITHSTAND VELOCmES OF 5 FPS. _
\ 1 / / - I. J I) ` = - - HARDWARE CLOTH 1, ! ` { WEIR EL. = 839.00 ~ ( \ ~ A / / ~ ~ I AND GRAVEL INLET ~ ~ IL BOTTOM EL. = 835.50 } I /I / _ _ _ . _ _ ~ / EIP /
A , ii / i ~'~a PROTECTION ~ 0 3L5p' 'i \ - - / i / -II I E A ~ Aso' xl .ces ~ I u ( (TYPIC L). m°: 9 I ~sz x ~ r J / / ~ / / NOTE C-.35 FOR UNIMPROVED CLEARED,4REA !NOTE: MAX VELOCITY WITFIOUT A LINER PER N.C. EROSION MANNUAL IS 2 FPS.
II N I ~ i; (I I t Si07<r o~ I nsPNn~t tf°~I i I C.L\l' \ REMOVE TOP OF EX. CURB INLET.,' ~ ~ \ I i~ ~ ~
I I ~ ~ ' ~ a PrxKt"c ~ H R AND INSTALL INLET PROTECTION \ ' / I ~ I } ~ , ,4j ~ / ~ f ~ ~ ~ '1, ~ A ~ TO COLLECT RUNOFF FROM SEDIMEN N ~ / j/ ~ N0. AREA SLOPE SIDE SLOPES FLOW (C.F.S.) (FT/sec) (FT.) SHAPE LINER PATTERN SHEAR STRESS SHEAR STRESS
I i I ~~II II f ~ i1 } v v \ ~ V PIT #3. \ \ \ ~ , A I ~ /c%
I ~ { II i ~ I ASPNaIi . , I F:~ / IVERSIODY ~ \ ~ \ \ \ \ ~ \ \ ~ I \ \ ~ \ I ; I / / / :1 p7 { 1 t / m I PaRKiNC 1 f I / ~ BFR~ •~a 76 S ac s ~ 70.0' - / ~N ~P~ .i • e`? ( r~~°~~ck.~ / TRAPEZO~IL
I ) ~ I~ I 58732' SILT \ I d~.~ ~ / 1 0.52 4.00% 2:1 1.05 1.82 0.24 2' BOTTOM DS75 D 0.610 1.550
I~m --~T"v~ ~ NP ~ i ~ - ~ vvII ~ ~~~t.N.'B' ~ t ' I + I - ~ ~ / ~ ~ _ NIP `R~~ R REBA ~ ~R.C:P. I PR i ~ ~ ~ REBAR ~ - - / TRAPFZ0~1L
~ ~ REBAR / aw ~ ~ m~• ~ - I ~ - - ,9j L } x- - ~ i _ ` ~ ® J 2 2.03 0.60% 2:1 4.09 1.49 0.77 2' BOTTOM DS75 D 0.290 1.550
II ~ I - - ~ A Brat oRiv>: ~ ~ ~ g: a ~ i'~n ~ , ~ • 25' X 100' X 8" / \ $ .~E" \ / it ® 1-1 \ I I J TRAPEZODAL
1 / ~ ~ I Ilroi /v N TR ('~•~I9N-ENTRANCE ~ C~1L~ \ _ f ~ •x ~ ~ I: ® I ~ 3 1.86 3.94% 2:1 3.74 2.62 0.48 2' BOTTOM DS75 D 1.170 1.550 ~ Tr~aP¢o~L
/ v / I V ~ (TYPICAL) ~ 'k~" , ~ ~ ~ ~ ` . `1 I ~ m' / ~ ~ \ I \ it 33 ~ I V • ~ 4 0.52 1.78% 2:1 1.05 1.38 0.31 2' BOTTOM DS75 D 0.340 1.550
II ~EBAR ~ TRAPEZO~IL
~ IcaL) ~ _ ~0 ~ "'~l' ~ ~ w x f II / ~ ~ / 5 0.28 8.90% 2:1 0.56 1.94 0.14 2' BOTTOM DS75 D 0.750 1.550
_ 1 ~ - - - - - - REBA i ~ ~ lira sx 3i9' r - P A • ~ \ ~ ~ ~q A I ~ I _ 11 ~~~e ~ / ~ m~ ) ~v I ~ I II ~
~ II I / _ 1----t J s i a ® ® 0 844.0 I
I I' ~ - ~ J ( ~ 1 ~i • A ~ f HAR WARE CLOTH ` I ~ J / ~ ~ TOTAL DISTURBED AREA = 8.55 ACRES
I ~ JI / / / / / t / ~ : I I I ~ t , _ , , J I ~ V J AND GRAVEL INLET • - , ~ ~ ~
I ~ I 6 - / ~ / ~ I ~ ~ ~ ~ / I ~ \ - - 1 PROTECTION I ~ I a~ r ~ I i:- / (TYPICAL) I I 30 ~ GRAPHIC SCALE
_ I / _ 7.25 ~ ~ ~ i ~ ® ----_i._.~: ~I o / g / ''---.~5 I 1I ~ ~ _ FFE- ~ / I L_J ~ t ~ ~ ~ A • I I I ~ I 1 I
5? I WETLAND IMPACT Wl ~ ~ ~ II sD o ao so ~zo zao
o / ; ~ r / ~ , n , MAIN T i I : W = 54.00 ~ ' i I / / , l , l _ " l m!I I • ~tt , 3 Pam I : • 1 I I W _ Ffg- B / ~.i / O /'I ! I jPER pt,A1B At10N) I ~ :J.._:.... ' I •I ' s 0.017 ACRES OF WETLANDS ~ ~ TO BE FILLED ~ J
I ~ / ~ (IN FEET ) I ~ ~~A I inch = 60 ft.
/ I HARDWARE CLOTH 16 / I / J I~ \ ~ . I ' ~ ' AND GRAVEL INLET - ~ l~ as G n I •I e II ~ 1,
II N TIN P • / a J 1~ ; - _ 1 i ~ I J \PROTEC 0 / / i ~ ~ ~ ~ I I I ~ (TYPICAL) - _ ~ ~ _ EXCELSIOR LINER STAPLE PATTERN PROJECT TITLE:
J ' n, / J l ~ ~ a STONE WEIR \ ~ ~ . t_ - 1 ~ ~ s' / / M • OUTLET IN SILT ~ . , ~ ~ • I ®II ,EIP ~ EXCELSIOR LINER TO BE NORTH AMERICAN GREEN OR EQUIVALENT. IZO WIND ROAD & 38OO NORTH CHURCH STREET
II w 'I / / J I m I FENCE TYPICAL ~ II m 0 / ~ a"ti / / J I I w x P ~ Irv 1 17 ~I ~ 1 ~ \ ~ ~ MOREHEAD TOWNSHIP GUILFORD COUNTY
1 - ~ ! i ~ \ ~ ~ ~ 2, GREENSBORO, NORTH CAROLINA
I II _ / ~ 1, ~ x k• I ~ ~ ~ I • M
/ i~ / ~ ~ ~ ~ x r I I i? /o / J I ~ ~ I 7 II y j` e / ~ i • \ \ 'N ~ ~ \ ~ 4' -~-X X X APPLICANT/OWNER/OPERATOR: • \ ~ ` ~ 20 KOTIS PROPERTIES
LEGEND . ~ ~ w / ~ 1 _a.r_~ / / ~ ~ • • ~ ~ • II ~ is ~ ~ / I ~ X X X
0 -EXISTING IRON Plf'E / 835 / ~ ~ / J j ~ ~ / / - ~ I e ~ ~ s -NEW IRON PIPE II ~ . . _ _ 1500 MILL STREET, SUITE 105
T T I / ® -EXISTING CONCRE E MONUMEN ~ / s - aa5 ,o? ) ~ - 'r rp. ~ k - T ~ / ~ ~ ~ / yN ~ ~ • COMPUTED POIN - , R AR "a" GREENSBORO, NC 27408
~ -UTILITY POLE \ R I / ~ / ' r ` _ - ~ NORTH - PH0NE:[phone] FAX: [phone]
- - -OVERHEAD UTILITY ,t II I / ~ / / 19, ro °rum~ ~ 5k I • \ ~`i 4.1 - ~ ro I a e e - - - ya - - o -TELEPHONE PEDESTAL ~ , / >r6a aa7 sw ! ~ - 35 _ ~ p eti - - - j J ~ J AMERICAN
0 FIBEROPTIC MARKER I i _ / ~ _ _ R/W -RIGHT Of WAY ~ - - - / ( I _ _ I GREEN CIVIL ENGINEER:
- ` - II ~ / / / ~ _ ~ •r - _ - I ` WIND R - DB DEED BOOK N.C.G.S. MONUMENT 'WHARTDN" ~ N89'09'$4'W ' ( _ _ j', ~ I `^"e ` 1`I~t+11191p110~0
PB -PLAT BOOK N.A.D. 83 GRID COORDINATES 1450.30' (TIE) II I I _ ~ - ~ ~ _ ~ ~ / \ / - PG -PAGE ~=es7se4.eoz7' I \ ( - ea7.5o sazSD ~ ,...~--~•-c•!-~ p. / _ E 1,765,437.Oi62' ~ ~ I ~ ~ - ~ _ ° ` ~ 1 1 9 - / ~ ~ \ 3.5 STAPLES PER SQ YD EVANS ENGINEERING, INC. GARS/p~~i \ ~ I `
1 - - B.C ¦ FBEROPTiC BOX N.A.V.D. ~8 ELEVATION=686.776' / 848""x- \ ~ / _ (NOT TO SCALE) 1 - / / \ RCP REINFORCED CONCRETE PIPE ` ~ \ - ° ~ ~ ~ - ~ 4609 DUNDAS DRIVE e ~;°~~s~"si°`°°°~/~•,I's
MH -MANHOLE ` ~ ~ I I D RbAD _ - ~ - ~ aI'2 ~ ~ / II .,,o. - - - ~ / ~ ~ c ~ _ - - ~ \ ~ \ TEMP. SE[ I ~ 14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47711 GREENSBORO, NORTH CAROLINA 27407 '0 TEMP. SEDIMENT uSA 1-800-772-2040 CANADA 1-800-448-2040 PHONE: [phone] FAX: [phone] -
_ ~ ~ ~ EXISTING FIRE HYDRANT \ _ ~ Ai - I ~ / ? c - / ~ _ - - _ ~ TEMP. SEDIMENT \ ~ - - ~ - ~ ~ PIT # Y° _ P.K. N L I I / _ ~ - _ r ~ - - 1 \ PIT #2 TOP EL. = 833.50 ~ I ~ ~ x ~ 9773 ~
I I J / / - PIS \ \ ~ ~ TOP EL. MB -MAIL BOX I / - - \ - _ ~ _ TOP EL. 830.50 ~ ` - - _ \ ~ WEIR EL = WEIR EL. = 832.00 \ BOTTOM EL. = 829.00 I I I I ~ ~ ti 1.27 Qt
-WATER METER I \ II ~ J,: ~ ~ ~ / ExCavaTED sDll TD 8E ~ BO OM EL- 8825.50 \ \\I I \ BOTTOM EL. e tyu~e ep ° ~ 6I
- -GUY WIRE - mII ( B.CT l + BERMEOD UWAOE LOWER I ~ 1 I \ 1 S DE S \ _ \ V~ \ 1 A v I ~,1 ~ I ( I PROJECT: 250-58 DRAWN BY: DF °0~se°~NeN ` er 1 I ~ / i ~ ~ ~ N: ~DRAMINGS~KOTIS~NORTH CHURCH~N CHURCH DESIGN BY: DF ~ V eee
.-w-~ WooD RAIL EENCE ~ 1 ~ ?I I A STREET DWO SUBMITTAL 2.0.DWG 00
T~r_>i~m• , . . SNFFT (1fCCRIPTI(1N•
OVERLAND FLOW
EXISTING GRADE EIP EXISTING IRON PIPE UTILITY NOTICE SEDIMENTATION & EROSION
EXISTING GRADE N.C.G.S. NORTH CAROLINA GEODETIC SURVEY
THE UNDERGROUND UTILITIES SHC R/W RIGHT OF WAY y oA UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD CONTROL PLAN
DB DEED BOOK ~o , rye. SURVEY INFORMATION, RECORDED RECORDED EASEMENTS, AND EXISTING DRAWINGS. SCALE: 1"= 60' DATE: OCTOBER 26, 2009 ES NO GUARANTEES THAT THE UNDERGROUND OWNER: REVISIONS: 3-2-10 SHEET NO.:
PB PLAT BOOK THE SURVEYOR MAKES NO GUAR/ E IN THE EXACT LOCATION INDICATED ALTHOUGH HE KOTIS PROPERTIES 4-26-10 Q
PG PAGE UTILITIES SHOWN ARE IN THE EX/ EX. EXISTING z' eorroM DOES CERTIFY THAT THEY ARE Li THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM 1500 MILL STREET, SUITE 105 8
BLDG. BUILDING THE INFORMATION AVAILABLE. TI VAILABLE. THE SURVEYOR HAS NOT PHYSICALLY GREENSBORO, NC 27408 9
PROP. PROPOSED TEMPORARY ONER$ION BERM DETAIL NOT TO SCALE LOCATED UNDERGROUND UTILITIES UND UTILITIES. PHONE: [phone]
I
- -

TEMPORARY SEEDING SEEDING SPECIFICATIONS
DEFINITION OEL7NLII@L GRAYEtfO AREA n, BE cDCA1E0 AT POINTS WiIERf YEN/CLES ENTER ANO LEAIE A CONSIRUCnoN S~IE. ~ O
Pf/RPOSE. fi PROWOE A BUPEER AREA WHERE IEN/(XES CAN DROP n/E7R MUD AND .SEDIMENT TO AYL4'0 ,RAN,SAQ7nNC /T AYrO Pf/BLC IXCAVATED SOIL TO BE CONSTRUCTION NOTES CITY oF- GREENSBORO - SOIL EROSION CONTROL SECTION
ROADS r0 CONn7IX fR037Lw fALM/ SJREACE RUNDEF, AND TD HELP CLWTRIX 0flSE BERMED UP oN TOWER t. EROSIO Seedin disturbed areas with annual Tosses or le umes to rovide fain orar~/ round SIDE or swA~E UNTIL 9 9 9 P P ' 7 9 CONDInGSYS r0 dE USED WHEREVER TRAFFIC W711 6E' LEAYINO A CGWSTRUCnLW SATE AND MONND D/REDILr QVTD A Fl'IBGC ROAD OR 1. EROSION CONTROL MEASURES ARE TO BE MAINTAINED BY THE OWNER UNTIL GROUND COVER HAS BEEN WELL ESTABLISHED. DISTURBED AREA Apply 4000 lbs. agricultural limestone per acre.
COVerto lessen S011 erosion. oTNERPAYEDLMr-,v,EAREA. ccwsrROCnavPUNSSNarmuMrrTRAEE,cmPR~Lrcavs,RUC,mEN~RANCrx MUST I MUST BE STABILIZED WITHIN ANY PHASE OF GRADING. Apply 1000 lbs. 10-10-10 fertilizer per acre for grass seeding.
DESY;N / !A' AGY;PECATE SIZE -USE 2-3 /Npl WASHED STGw£, Wlnl Gi0-rEX LMfR OVERLAND row 2. THE AI 2. THE APPROVED COVER AND WATER CONTROL PLAN MAY BE AND WILL Lime and fertilizer are to be disked into the soil surface to a minimum depth of 4 inches.
P U R PO E DlMENSlONS ~ G4AYEL PAD - nLICKNESS = B /Ngl£S M/NlMWI _ - 1 v INan+ 1s Ee4Or MINIMUM or rvu N1D,N Ar ACL Pemrs a- rNE YfH/IX/LAR ENmANCE ExISTINC GRADE BE RE BE REVISED DURING CONSTRUCTION WHEN IN THE OPINION OF THE Late Winter -Early Spring
AND Ek,sr AREA, IW+rcNEYER,s czr~rER t.o' CONSEI 1ENOTN = ,00 fOOT ApN/MUM IWnf GE'D-TEX LINER E%1S11NC GRADE - La•AnoN - LG4'AJE ccwsTRUCnav ENTRANCES AND E~TSTS >a LNnr.~oiMENrrRaw FOR TI CONSERVATION ENGINEERS OR INSPECTORS THAT ADDITIONAL MEASURES FOR THE PREVENTION OF SIOL LOSS ARE NECESSARY. A: Gross:
To temporarily stabilize graded cut and fill slopes that cannot be seeded with permanent lEANNCTNE.~7EAND TUPRDYIDEEORMAX/MUMU7/UTYOrA1L DGIYSIRVD- nav YEN/CYFS AlRxO SkFP CFADES AND ENIRANCf5 AT CURVES IN PUbY/C ay 3F w (1) Tall Fescue - 150 lbs. per acre.
vegetation within thirty days after completion. R°A°S so Q ti~• S7F CGWD/nONS MAY R£CXTFE uAR/Anars ERau n1ESE ci~57cw G%TER/A uAl7/AnGfXS mL1 eE DEIf'RMINm ae APPROVED ~ B. Grass -legume Mixture
BY THE APPROPRIATE,t;'[j,' £RD.S~GW GG9/TRIX AUTNGl4/rY. GENERAL PLAN NOTES (1) Tall Fescue - 100 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs. per acre.
To temporarily stabilize graded areas of bare soil where permanent vegetative cover is (2) Tall Fesue - 100 lbs. per acre plus Crownvetch - 25 lbs. per acre.
not needed or where grading has not been completed and permanent seeding will be 2• eoTroM 1. SOIL ER 1. SOIL EROSION CONTROL DEVICES MUST BE INSTALLED INITIALLY AFTER THE
done later. GRADING TEMPORARY ONERSIDN BERM DEfAII DEVELOP ~pO NOT TD SCALE GRADING PERMIT IS ISSUED AND ROUGH GRADING STARTS. PLANNING AND Early Spring -Late Spring DEVELOPMENT STAFF WILL CHECK THESE DEVICES FOR PROPER INSTALLATION
CONDITIONS WHERE PRACTICE APPLIES ~ AND CO J~~ BE ISSU AND COMPLIANCE WITH THIS PLAN. A "CERTIFICATE OF PERFORMANCE" WILL A. Grass:
e BE ISSUED. THIS CERTIFICATE MUST BE BROUGHT TO OUR INSPECTIONS (1) TAII Fescue - 150 lbs. per acre (2) Tall Fescue - 100 lbs. per acre plus Weeping Lovegross - 5 lbs. per acre.
c,\`' DIVISION Where bare soil has been exposed by grading, and vegetative cover is needed for one o- DIVISION BEFORE A BUILDING PERMIT WILL BE ISSUED. e. Gross -Legume Mixture (1) Tall Fescue - 100 lbs. per ocre plus Serecia Lespedeza (scarified) - 60 lbs. per
EXCEESIOR LINER STAPLE PATTERN year or less. May include such areas as temporary sediment pond, diversions, soil Leg, 2. ALL ERC 2. ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED IN ACCORDANCE WITH acre.
stockpiles, building pads, rough-graded road banks, etc. It is also used to provide a THE API THE APPROVED PLANS AND SPECIFICATIONS, ANY CHANGES ARE TO BE APPROVED
fain ora erimeter buffer. °~°~P~ EXCELSIOR LINER TO BE NORTH AMERICAN GREEN OR EQUIVALENT. BEFORE p ry p ~ oJ~~ OFFICE BEFORE CONSTRUCTION BY CITY OF GREENSBORO PLANNING AND DEVELOPMENT, Summer OFFICE OF SOIL SCIENTIST. ADDITIONAL DEVICES WILL BE REQUIRED IF NECESSARY.
8 A. Gross:
MiN PREPARATION 3. IF FILL I 3. IF FILL MATERIALS ARE BEING BROUGHT ONTO THIS PROPERTY OR tF WASTE (1) Tall Fescue - 150 lbs. per acre plus Weeping Lovegross - 5 lbs. per acre. (2) Weeping Lovegross - 5 lbs. per acre plus Browntop Millett or Sorghum-Sudan
AT ~ M ERIP 5~ ~ ~ ~ 2 AND SH MATERIALS ARE TAKEN FROM THIS PROJECT, THIS INFORMATION MUST BE DISCLOSED Hybrids - 50 lbs. per acre. AND SHOWN ON THE EROSION CONTROL AND GRADING PLAN. BORROW AREAS AND B. Grass-legume Mixture
Prepare seedbed by ripping, chiseling, harrowing, or plowing to depth of at least six r GpP~~P~~ s°~ ° ~ DUMP SITES ARE CONSIDERED TO BE PART OF THIS PROJECT. (1) Weeping Lovegross - 5 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs.
inches so as to r d ce a I se friable surface. Incor orate 750-1000 ounds 10-10- ~ DUMP s y o u oo p p ~,='P~`' ' X X X per acre.
1 f iii r n u n f I mi i lime er acre Note: Lime ma not be needed 4 0 art ze a d p to two to s o do o t c p ( y ~ 4. UNDER 4. UNDER THE CITY OF GREENSBORO SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE (SECTION 19); AGENTS, OFFICIALS, OR OTHER QUALIFIED PERSONS ARE Late Summer -Early winter
If a loll test indicates a Hof 6.5 or hl her . Mulchin Is re ulred accordin to the same 20 oRDINAP P 9) 9 q 9 ~o specifications as for permanent seeding unless waived by Soil Scientist. Select seeding AUTHOR AUTHORIZED TO PERIODICALLY INSPECT THE SITES OF LAND-DISTURBING A. Grass:
X X X ACTIVITII mixture and best planting dates from Table 12. CONSTRUCT ION ENTRANCE DETAIL ACTIVITIES. OBSTRUCTING, HAMPERING OR INTERFERING WITH SUCH INSPECTIONS (1) Tall Fescue - 150 lbs. per acre.
CARRIE.. NTS PENALT` CARRIES A $500 PER DAY CIVIL PENALTY. THE INSTIGATION OF THIS CIVIL (2) Tall Fescue - 100 lbs. per acre plus Annual Ryegrain - 25 lbs. per acre. PENALTY REQUIRES NO PRIOR NOTICE. B. Grass-Legume Mixture
ND/E' (1) Tall Fescue - 100 lbs. per acre plus Serecia Lespedeza (unscarified) - 60 lbs. per acre.
TABLE 12 ~"A00'7/AY7N'SIFMPORARrG4AVIIfNTRA"`~""` S. IN AN E REIXTCE IMPACT t!f STREET fLC/SNINC fE£ £EEECnIE N 0 R T H 5. IN AN EFFORT TO MINIMIZE EROSION AND EXPOSURE TIME, EASEMENT AREAS (2) Tall fescue - 100 lbs. per acre plus Crownvetch - 25 lbs. per acre
Jucr~ ,ssr aTrc~LnEausDaROCwaNANCr,~cr. D SHALL I' 26-17, 'STREET fZU57!ING fEES' ALSO, T SHALL NOT BE GRUBBED OR GRADED UNTIL UTILITIES ARE READY TO BE INSTALLED. (3) Tall Fescue - 75 lbs. per acre plus Annual Ryegrain - 25 lbs. per acre plus ALSO, THE IMMEDIATE SEEDING OF DISTURBED EASEMENT AREAS AFTER UTILITIES Serecia Lespedeza (unscarified) - 60 lbs. per acre.
TEMPORARY SEEDINGS AMERICAN ARE INS ARE INSTALLED WILL ELIMINATE MANY PROBLEMS. EASEMENT AREAS WHICH CROSS After seeding, the area is to be rolled or cultipacked to insure that the seed is pressed
OR ARE OR ARE ADJACENT TO WATERCOURCES SHOULD RECEIVE SPECIAL CONSIDERATION. into contact with soil surface. All seeded areas are to be mulched with straw mulch at
GREEN SEEDING MIXTURE SEEDING RATE (LBIACRE) PLANTING DATE. 6. NO LANI the rate of 3000 fbs. per acre (approx. 100 bales per acre). 6. NO LAND-DISTURBING ACTIVITY SHALL BE PERMITTED IN PROXIMITY TO A LAKE OR
NATURAL WATERCOURSE UNLESS A BUFFER ZONE IS PROVEDED ALONG THE MARGIN OF Apply asphalt emulsion to the straw mulch at the rate of 150 gallons per acre.
n.1- Ma 1 NATURA Rye Gram and 120 lbs. Ja y THE WA THE WATER BODY OF SUFFICIENT WIDTH TO CONFINE VISIBLE SILTATION WITHIN
Kobe Les edeza 50 lbs. 3.5 STAPLES PER SQ YD THE Twi p THE TWENTY-FIVE PERCENT OF THE BUFFER ZONE NEAREST THE LAND-DISTURBING The above seeding recommendations and rotes have been prepared for selection of a ACTIVITY. vegetative cover suitable for soil erosion control in the Greensboro area.
German Millet or 40-50 lbs. May 1-Aug. 15 ACTIVITI
Sudan Grass 14649 HIGHWAY 41 NORTH EVANSVILLE INDIANA 47711 7. IF AN E Rye (Gram) 1201bs. Aug. 15-Dec. 30 ~ ~ SEDIME~ 7. IF AN EXISTING POND IS DESIGNATED AS A PERMANENT WATER QUALITY POND, ALL Area soil types, climatic conditions, seed availobility and individuol plant characteristics are all taken into account in the above recommendations. Due to density,
USA 1-800-772-2Q40 CANADA 1-800-448-2040 (may substitute cats SITE HA SEDIMENT DEPOSITED IN IT DUE TO CONSTRUCTION MUST BE REMOVED WHEN THE uniformity and textural quality reosons, the above selecions ore not recommended for sown SITE HAS BEEN STABILIZED. THE POND MUST BE CLEANED OUT BEFORE THE
before Oct.1 or wheat GRADING GRADING PERMIT IS FINALIZED.
from Oct. 1-Nov. 15)
CONSTRUCTION NOTES
CONSTRUCTION SEQUENCE & NARRATI VE EROSION CONTROL MEASURES ARE TO BE MAINTAINED BY THE OWNER
1. OBTAIN PLAN APPROVAL AND GRADING PERMIT AT A SCHEDULED PRE- CONSTRUCTION CONFERENCE :RENCE UNTIL GROUND COVER HAS BEEN WELL ESTABLISHED. DISTURBED AREA MUST BE STABILIZED WITHIN ANY PHASE OF GRADING.
METAL FENCE POST WITH CITY OF GREENSBORO EROSION CONTROL INSPECTOR, CONTRACTOR RESPONSIBLE FOR EROSION OSION
CONTROL, ENGINEER AND OWNER. THE APPROVED COVER AND WATER CONTROL PLAN MAY BE AND WILL
14 GAUGE MINIMUM 2. INSTALL STONE CONSTRUC110N ENTRANCES WITH GEOTEXTILE UNDERLINER. BE REVISED DURING CONSTRUCTION WHEN IN THE OPINION OF THE CONSERVATION ENGINEERS OR INSPECTORS THAT ADDITIONAL MEASURES
HOG W/RE (OPTIONAL) 3. INSTALL SILT FENCE AND STONE WEIR OUTLETS IN SILT FENCE AS SHOWN ON PLAN. FOR THE PREVENTION OF SIOL LOSS ARE NECESSARY.
EROSION CONTROL FABRIC 4. CLEAR AND GRUB SITE ONLY WHERE EROSION CONTROL MEASURES ARE TO BE INSTALLED.
5. INSTALL SEDIMENT PIT #1, SEDIMENT PIT #2, SEDIMENT PIT #3, AND TEMP. DIVERSION
o BERM #1, #2, #3, #4, AND #5. INSTALL MATTING IN BERMS #1, #2, #3, #4, AND #5
~ 6. CLEAR AND GRUB THE REMAINDER OF THE SITE. NOTE: ANY DISTURBED AREAS LEFT FOR MORE
o NO. 4 WASHED STONE NOTE: I _ 7. MAINTAIN ALL PREVIOUSLY INSTALLED EROSION CONTROL DEVICES. REPAIR SILT FENCE WHERE THAN 21 CALENDAR DAYS SHALL BE SEEDED.
1. ALL CONSTRUCTION TO BE TO THE CITY OF t 1=I I NECESSARY, AND CLEAN SILT OUT OF SEDIMENT PITS WHEN NECESSARY. PERMANENT GROUND COVER SHALL BE
GREENSBORO STANDARDS AND SPECIFICATIONS. FILL SLOPE - - I I=III=III=~ S. ONCE SITE IS CLEARED AND GRUBBED, BUILD BUILDING PAD AND PARKING LOT GRADES.
2. CONTRACTOR TO VERIFY DEPTH AND LOCATION a _I I I-I II-III®III= CONSTRUCT GRADES AROUND SEDIMENT PIT #1 AND #3. OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. ~ = _ ESTABLISHED ON ALL DISTURBED AREAS
=III=III=III=III=III=I g, ONCE BUILDING AND PARKING LOT GRADES ARE BUILT INSTALL STORM DRAINAGE AND INLET 3. CONTRACTOR TO COMPLY WITH THE NEW =III-III=III=111=III=111_ PROTECTION AT STORM STRUCTURES AS SHOWN ON PLANS. UPON COMPLETION OF CONSTRUCTION
O.S.H.A. REGULATIONS CONCERNING TRENCHING WITHIN 21 CALENDAR DAYS.
FOR INSTALLATION OF UTILITIES. ~ 10. STABILIZE SITE. PREMANENT GROUND COVER IS TO BE ESTABLISHED ON ALL RESULTING BARE 'E
4. NO SUBSURFACE INVESTIGATION CONDUCTED AREAS WITHIN 21 DAYS OF COMPLETION OF GRADING. ONCE SITE IS STABILIZED, REMOVE SEDIMENT BY EVANS ENGINEERING, INC. EX. EARTH PITS AND CONSTRUCT BIOCELL #1, BIOCELL #2, AND WET DETENTION POND #1. TEMPORARILY IMENT
~ 6 INSTALL SILT FENCE ON THE UPSTREAM END OF BIOCELL 1 BIOCELL 2 AND POND 1 IN ORDER # )RDER
~ TO KEEP ANY SEDIMENT FROM ENTERING DEVICES UNTIL THE SITE IS PERMANENTLY AND
ADEQUATELY STABILIZED. CONTRACTOR TO ENSURE NO SEDIMENT REMAINS IN PONDS OR BIOCELLS UPON COMPLETION OF CONSTRUCTION. ELLS C TY OE GREENSBORO
11. ONCE PARKING LOTS HAVE BEEN PAVED, CLEAN OUT ANY SEDIMENT THAT MAY HAVE ACCUMULATED IN BIOCELL #1, BIOCELL #2, AND WET DETENTION POND #1. RESTORE THESE BMP 3MP BEFORE BEGINNING ANY UTILITY OR GRADING
DEVICES TO ORIGINAL DESIGN VOLUME. WORK WITHIN DEDICATED UTILITY OR STREET
12. AFTER SITE IS STABILIZED, REMOVE REMAINING TEMPORARY EROSION CONTROL DEVICES AND SPOT RIGHT - OF -WAYS CONTACT ENGINEERING SPOT DIVISION ~ 373-2302
SEED/MULCH ALL RESULTING BARE AREAS.
NOTES Table S.10a Seeding mixture
Temporary Seeding Species Rate (Iblacrel MAXIMUM PLACEMENT OF POST USING HOG W/RE WITH APPROI/ED EROS/ON
CONTROL FABRICS IO BE 8 FEET. Recommendations for Late Rye (grain) 120
Winter and Early Spring Annual lespedeza (Kobe in ' ' MAXIMUM PLACEMENT OF POST WITHOUT HOG W/RE USING APPROt/ED EROSION
Piedmont and Coastal Plain _ CONTROL FABRICS TD BE 6 FEET APART. t Baffl Korean in Mountains s='~<
POST METAL T-POST 5 FEET OR 6 FEET /N HEIGHT DEPENDING ON FILL •_~i~: ~ ~ I:""' ~ Omft annual lespedeza when duration of temporary cover is not to - 3 OWNER:
SLOPE ~sc^~'~` extend beyond June. g ~ KOTIS PROPERTIES 1500 MILL STREET, SUITE 105
FABRIC 36 INCHES IN WIDTH (MUST MEET ENGINEERS SPECIFICATIONS ' e Earthen ' ~ Seeding dates FOR EROSION CONTROL). Embankment ~ •~'f- s ~ 12' MIN OF NCDOT q5 5,0' GREENSBORO, NC 27408 OR X57 WASHED STONE MIN.
Mountains-Above 2500 feet Feb. 15 -May 15 STONE N0. 4 WASHED STONE TO BE PLACED 12 INCHES DEEP AT SILT • , ~ PHONE: [phone]
Below 2500 feet Feb.1-May 1 F N . E CE
Piedmont-Jan.1-May 1 3600 CU. FT. ACRE °
Coastal Plain-Dec, 1 - A r. 15 MAXIMUM DRAINAGE AREA = 1/4 ACRE PER 100 FT OF FENCE FOR 29 OR LESS SLOPE. P M,s°~ { . x ° bQ ui ~ ° ?j
F ~ Soil amendments G ~ S ~ ® ~ ~ tr . ~ , ti ~ o o PROJECT TITLE:
Follow recommendations of soil tests or apply 2,000 Iblacre ground fi - STD. N0. REV. - ; ~ ~ - agncultural limestone and 750 Ib/arxe 10-10-10 fertilzer. _ , ` ~ , ~ - O
STANDARD SlL T FENCE DETAIL " ~ ° 120 WIND ROAD & 3800 NORTH CHURCH STREET
1 4.3~ DEC 2006 ~ . ~ ~A Mu ch t ~ 3 ~ FLTER FABRIC FILTER FABRIC
Apply4,000Iblacrestraw.Anchorstrawbytackingwithasphalt,netting, x= , :a,eet,eia$$~~.: Inlet zone or a mulch anchors tool. A disk with bMdes set Heart strai ht can be I ~ rop ' Y , . , r •95X of surface orw MOREHEAD TOWNSHIP GUILFORD COUNTY GREENSBORO, NORTH CAROLINA
used as a mulch arx~oring tool. ~ Y - ~ CROSS SECTION
tip- 4,5 ; N:~>'v Maintenance s RrstGtamber
' e 4~~!? R ~ 1 :r 26X of Ae'foce area Refertilize if r ~ . ~ , ~ ~?F n ^ u g owth is not fully adequate. Reseed, refertilize and mulch w SAT,, x;~ - • ~ r , NTS APPLICANT/OWNER/OPERATOR: KOTIS PROPERTIES
immediately fdlowing erosion or other damage, • • t r j 1500 MILL STREET, SUITE 105
_ Ya'~~i' 4'~i *~r~ e'er: + ';Y . ~~x~ i $econdChambr Table6.10b Seeding mixture of '~w'+~s~~~~";25Xofsurfacearea GREENSBORO, NC 27408
. Tem Ora Seedin S Gies Rate Ibla ~`~.a,;~~ ~ ~"'~~a~. k~:a~ u t..:' PHONE: [phone] FAX:[phone]
Table 8.10c Seedin mature . ~,;s>:~F~ outletzane =y,.. g Recommendations for German millet 40 ~F,~';~=:~. • r;,~,>~~: oeslGN CIVIL ENGINEER:
S Gies Rate Iblacre ~ s:; ~,N UrX of wrface area Temporary Seeding pe ( 1 ~ :r rs. p R rain 120 Summ®r ~~•~~~~~~~fi~~;~~zr~x'- ~y.<A~' r. , z'~'>=~:T SETTLED TOP 1
RecommendatronsfOr all Ye (9 ? In the Piedmont and Mountains, asmall-stemmed Sudan rays ma be • ~`°"""~~o°~`
substituted at a rate of 501blacre. Seeding dates EVANS ENGINEERING, INC.
Mountains-Aug. 15 -Dee. 15 Seeding Support Trope Support post, OVERFILL 6' 4609 DUNDAS DRIVE FOR SETTLEMENT
to wire to re 24"into bottom Coastal Plain and Piedmont-Aug. 15 -Dec. 30 Mountains-May 15 -Aug. 15 p Stake to support o ° GREENSBORO, NORTH CAROLINA 27407 PHONE: [phone] FAX: [phone]
Piedmont-M vent sagglftg or side wire Soil amendments ay 1-Aug. 15 ~c
Fo6ow sod tests or apply 2,000 Iblacre ground agricultural hmestone Coastal Piain-Apc 15 -Aug. 15 o~o°o 1a I(' ° EMERGENCY 2:1 SIDE BY-PASS
and 1,ODOIb/acre 1Q-10-10 fertilizer. Soil amendments SLOPE MAX 6' BELOW
Mulch Follow recommendations of soil tests or apply 2,000 Ib/aae round - - o~ o o a D SETTLED i0P FILTER o 0 8a° OF DAM FABRIC ~a a ~ PROJECT: 250-58 DRAWN BY: DF
A 14,000 Iblacre straw. Anchor straw b tackin with a halt, Heflin , agricultural limestone and 750 Iblacre 10-10-10 fertilizes ~ ~ ~ PP Y Y 9 sP g _ 1:1 SIDE SLOPE NATURAL H:\DRANINGS\KO11S\NORTH CHURCH\N CHURCH DESIGN BY. DF ^ MAX. GROUND STREET DWD SUBMITTAL 2TO.DWG
nr a mulrh anrhnrinn tnni Q dick with hladA~ Get rxaa~iv rtrak~tt ran l19 e + r;
used as a mulch anchoring tool. Mulch ~)Htt utZ~ANWIIUN:
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, Coirmesh orsimilar, stapled or 3.0'
Maintenance or a mulch anchoring tool. A disk with blades set nearly straight can be trenched into bottom or side Repair and refertilize damaged areas immediately. Topdress with 50 used as a mulch anchoring tool. MIN. DETAIL SHEET
lb/acre of nitrogen in Mara. if it is necessary to extent temporary TEMP. SEDIMENT TRAP
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Maintenance POROUS BAFFLE IN ROCK DAM SEDIMENT P I T DATE: OCTOBER 26, 2009
Coastal Plain) or Korean (Mountains) lespedeza in late February or Refertilize if growth is not fully adequate. Reseed, referhlize and mulch NTS REVISIONS: 3-2-10 SHEET NO.: 4-26-10 9
early March. immediately folkwuing erosion or other damage. DETAIL
SCALE: NOT TO SCALE 9