20091112 Ver 1_Stormwater Info_20100428

D?- I t g
EVANS ENGINEERING, INC.
ENGINEERS, PLANNERS, SURVEYORS
4609 DUNDAS DRIVE
GREENSBORO, NORTH CAROLINA 27407
PHONE: [phone] FAX: [phone]
DATE:_ Ll --27-'/0
CLIENT: 2S0j
PROJECT: Sla
S . 0 A.M.
P.M.
i+ iV2lir w Z.
i1
APR P. 0 2010
DERR - WATER nUAU N
M.4 WETLANDS AND STOR?MATER BRANCH
TO: TAN M.4 Alr, b W Q
From:
TO BE DELIVERED [ ] TO BE MAILED [ TO BE PICKED UP [ ]
WORLDWIDE EXPRESS [ ] FEDERAL EXPRESS [ ]
COMMENTS:

Permit No. D ` - I b k .1
(to be provided by TA WQ)
OF WATF9
A
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 111) 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 - 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
II. DESIGN INFORMATION'
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 stone 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
12,737 ft3
N/A ft3
NfA ft3
A" ft3
N/A ft3
ft3
(Y or N)
1.0 in
OK
OK, volume provided is equal to or in excess of volume required.
VIJ
"i 7?t1'
i[?ff
20,
DENR - WATER LviAU jy
WETLANDS AND STORMWATER BRANCH
0.35 (unifless)
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
NlA 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 No.
(to be provided by DWQ)
II DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Apenpwl
Area, bottom of 1 Oft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Aboty nd
Volumes
Volume, temporary pool
Volume, permanent pool, Vperm_pml
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vperm_pool
Area provided, permanent pool, ApempW
Average depth calculated
Average depth used in SAIDA, cl, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apertn_pool
Area, bottom of 1 Oft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
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
13,078 ftz
8,344 ftz
3.13 (unitless)
10,080 ft` OK
8,061 ft`
3,395 ft`
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 W OK
10,080 ftz OK
3.00 It OK
3.0 ft OK
N (Y or N)
NIA W
ALA A ft`
A ftz
AIM ft
IVIA ft
AIM It
Y (Y or N)
1.25 in
/V!d A inz
0.60 (unitless)
1.10 ft
N (Y or N)
AL (unitless)
/? A (unitless)
641A ft
Al/A ft
8.21 ft3/sec OK
14.59 ft3/sec OK
0.04 ft3/sec
3.65 days OK, draws down in 2-5 days.
OK, drawdown time is correct.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.3 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies 8" BOTTOM DRAIN
Form SW401-Wet Detention Basin-Rev.5 Parts I. & It. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
0 W AT e9Ov
r
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.
L 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.
111. 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? 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 0.750 ft3/sec
Post-development 1-yr, 24-hr peak flow 2.147 ft3/sec
Pre/Post 1-yr, 24-hr peak control 1.397 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,321.0 ft3
Volume provided 4,003.0 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume N/A ft3
Pre-development 1-yr, 24-hr runoff ff A ft3
Post-development 1-yr, 24-hr runoff AijA 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 11. Design Summary, Page 1 of 2
Permit Number,
• (to be provided by DWQ)
Basin Elevations
Temporary pool elevation 833.50 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 832.75 fmsl
Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 830.5 fmsl
Planting media depth 2.25 ft
Depth of washed sand below planting media soil 0.33 ft
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 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 localed 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
(81nches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Y (Y or N)
10 OK
10 OK
1ft
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
e -1-{
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
?oF wnrF9oG
A? o
r
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.
(.:PROJECT INFORMATION
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.
111. DESIGN INFORMATION
Site Characteristics
Drainage area 84,506 ftZ
Impervious area 46,609 ftz
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?
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
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight)
Total
Phosphorus Index (P-Index) of media
Form SW401-Bioretention-Rev.8
July 30, 2009
N (Y or N)
2.78 in
2.98 in/hr
1.024 ft3/sec
3.186 ft3/sec
2.162 ft3/sec
3,194.0 ft'
3,260.0 ft3 OK
N/A ft3
" ft3
IJ/A ft3
N/A ff3
N/A ft3 OK
9 inches OK
0.75 ft
4,826.0 ft2 OK
202 ft OK
25 ft OK
N/A ft OK
4.5 hr OK
13.5 hr OK
18 hr
N/A in/hr OK
2.00 in/hr OK
88% OK
8% OK
4% OK
100%
20 (unitless) OK
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 IWS
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 distributec
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 localed 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
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
0.33 ft
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
/i/
Parts I and II. Design Summary, Page 2 of 2
I F;
"Setting the Standard f
--? ?.LP ECS CAROLINAS, LLP g or Service"
CAROLINAS Geotechnical e 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. 09-16234-P.
Project 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 High Water Table Determination
Below is a summary of the soils retrieved from the borings.
4811 Koger Boulevard ° Greensboro, NC 27407 ° T: 336-856-7150 ° F: 336-856-7160 ° www.ecslimited.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
Bio 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.
Bio 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 C-2-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 09-98503
April 22, 2090
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 SHNT 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 services and we look forward to assisting in any of
your site analysis needs in the future. If you have any questions or require further assistance,
please contact us at 336-362-4905.
Respectfully,
p SOIL 0
ECS CAROLIN J Qk A
J
Joseph A. Hint LS '?•?':`'?
Senior Soil Sci 1042
(*1lU{ C:Pa'
Attachments: Figure 1 - ocation Map - Bio Cell # 1
Figure 2 - SHWT Boring Location Map - Bio Cell # 2
Denise M. Poulos, LSS
Principal Scientist
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MD4CELL #17

LEGEND
C-1-A SHWT BORING LOCATION
C-1m SHWT BORING LOCATION
SOURCE:
EVANS ENGINEERING, INC
SCALE 1 INCH = -35 FEET
FIGURE 1
SHWT BORING LOCATION MAP
BIO CELL #1
CHURCH CROSSING SHOPPING CENTER
WIND ROAD
GREENSBORO, NORTH CAROLINA
c?oun?as
ECS PROJECT NO. 09-18503
lwr+?wrry7! i . =f
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'••" LEGS
-- r-- C=2®A SHWT BORING LOCATION
3 ?
C-2- SHWT BORING LOCATION
--
-14
-1 FIGURE 2
SOURCE:
SHWT BORING LOCATION MAP
EVANS ENGINEERING, INC ' BIO CELL #2
R (1 n CHURCH CROSSING SHOPPING CENTER
SCALE 1 INCH = 35 FEET WIND ROAD
GREENSBORO, NORTH CAROLINA
cApy w ECS PROJECT NO. 09-18503
EVANS ENGINEERING, INC.
Post Office Box 10285
GREENSBORO, N.C. 27404
Telephone: [phone]
Fax: [phone]
Date:
To: Sue Homewood subject:
4-26-10
W1@2@
Letter
Church Crossing Comercial
Subdivision
.................................................................................
Mrs.
I—, ........ - .....................................................
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.
.............................................................................
(3 854-8877
.............................................................................
Drew Fleming
......................................................
? Please reply ? No reply necessary
Signed
1 :a
APR
20fL)
L)E.VR _ WATER
;°;;;AL1_,y
8,%gNCH
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
Sw?ET ?? .o c. A
be protected from copy of hen notarized operation and maintenance agreement. *- S' ? Prss A ,*eHct
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.
fl / ?
t I 0 North Carolina Division of Water Quality, Winston-Salem Regional Offices
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
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,

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
ANTHONY D. LESTER, .P. E., P.L.S.
- EVANS E NG I N E E RIN ( wce-President
ENGINEERS, PLANNERS, ENGINEERS:
PLANNERS
4609 DUNDAS DR SURVEYORS K `
2-'=
GREENSBORO, NORTH CAF 4609DundxDrive EVANSENGINEERING,INc
PHONE: [phone] FAX: Greenrboro,127407
P.O. Box 10285 Phone: Fa (.336) 854-887
Greensboro, NC 27404 Pax: (336) 854-88? 6
e-mail: [e-mail]
DATE: A.M.
CLIENT: 2-,-0
P.M.
`? kz t?
PROJECT:
lJ `,? :.1
TO:
From:
TO BE DELIVERED [ ] TO BE MAILED [x ] TO BE PICKED UP [ ]
WORLDWIDE EXPRESS [ ] FEDERAL EXPRESS [ ]
COMMENTS:
S
10
ic

MLC- Ale. Z7697-
1
NO Tr, 1'61c'4S'r
Permit Number:
provided by DWQ)
(ter
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 ® does 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 minimi
maximum extent practical. ed to the
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
a roximately 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:
The inlet device: pipe or The pipe is clogged.
swale
The pipe is cracked or
otherwise damaged.
Erosion is occurring in the
swale.
The forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Erosion has occurred.
The vegetated shelf
The main treatment area
Weeds are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Algal growth covers over
50% of the area.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
How I will remediate the problem:
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.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra
Prune according to best professional
practices
Determine the source of the
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 necessa
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the lants rather than -raying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray).
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
The embankment
The outlet device
The receiving water
Potential problem:
Shrubs have started to grow
on the embankment.
Evidence of muskrat or
beaver activity is present.
A tree has started to grow on
the embankment.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. (if applicable)
Clogging has occurred.
The outlet device is damagec
Erosion or other signs of
damage have occurred at the
outlet.
How I will remediate the problem:
Remove shrubs immediately.
Use traps to remove muskrats and
consult a professional to remove
beavers.
Consult a dam safety specialist to
remove the tree.
Make all needed repairs.
Clean out the outlet device. Dispose
of the sediment off-site.
Repair or replace the outlet device
Contact the local NC Division of
Water Quality Regional Office, or
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)
0 Permanent Pool Elevation
Sediment Removal 4rf -"-------diment Removal Elevation
Bottom Elevatio_ _ Volume
Bottom Elevation I -ft
Sedimen
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 8-,3800 NORTH CHURCH STREET - WET
DETENTION POND #1
BMP drainage area number:6.12 Ac.
Print name: William M. Kotis III
Title:Presi lent CEO
Address:1500Mill Street Suite 105 Greensboro NC 27408
Phone: [phone],
i
Signature:
Date:- /67 - eV -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' - NE. 'W '4 1 VI 5 , a Notary Public for the State of
tVb?*' (0-roI,'•? , County of_ &1'11W , do hereby certify that
wi l l' a "+ M. 90f ? 5 personally appeared before me this Z 0
day of 01 to bu, 2 p a and acknowledge the due execution of the
forgoing 'wet detention basin tenance requirements. Witness my hand and official
seal, ?//?
ATjr?y
TA?Qy s
f 00 B %Cp
C0
SEAL
My commission expires I 1 °-2b 3
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
Permit Number:
(to be provided b Dy Q
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP.
log in a known set location. Any deficient BMP elemen s tnoted in therins will be n will b a
corrected, repaired or replaced immediately. These inspection will be
of structures, safety of the public, and the removal efficiency of the BMPct the integrity
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 device: pipe,
stone verge or swale
Potenti al 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
swage (if applicable).
Stone verge is clogged or
covered in sediment (if
applicable).
How I will remediate the problem:
lReg-rade ove the trash/ debris.
the soil if ecessary to
ve the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer a lication.
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 elemen- t: --
The pretreatment area
The bioretention cell:
vegetation
The bioretention cell:
soils and mulch
Potential problems.
Flow is bypassing
pretreatment area and/or
gullies have formed
Sediment has accumulated to
a depth greater than three
inches.
Erosion has occurred.
Weeds are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Tree stakes/wires are present
six months after planting.
Mulch is breaking down or
has floated away.
Soils and/or mulch are
clogged with sediment.
How I will remediate the problem:
Regrade if necessary to route all
flow to the pretreatment area.
Restabilize the area after adin .
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
restabilize the pretreatment area.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems
Remove the weeds, preferably by
hand.
Prune according to best profession
practices.
Determine the source of the
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
Remove tree stake wires (which
can kill the tree if not removed .
Spot mulch if there are only random
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum de th 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 lanting media.
Form SW401-Bioretention O&M-Rev.;
Page 2 of 4
BMP element: Potential roblems: How I will remediate the problem:
The under am system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet
The receiving water
Clogging has occurred.
The drop inlet is damaged
Erosion or other signs of
damage have occurred at the
outlet.
Clean out the drop inlet. Dispose of
the sediment off-site.
Repair or replace the drop inlet
Contact the NC Division of Water
Quality 401 Oversight Unit at 919-
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 #1
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
Note: The legally responsible parry should not be a homeowners association unless more than 50%0 of
the lots have been sold and a resident of the subdivision has been named the president.
1, - .14111 t? h e(41 Ask j.& 5 , a Notary Public for the State of
N?'I'h C?tio fi h County of ?d , do hereby certify that
WilkagA ?. c?fi5 ill personally appeared before me this ZOf C-'
day of. 0 cb be y 2 00 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my h d and official seal,
My Comm. fires
Zor3 ?
r` AUBL`CI
00COVA
SEAL
My commission expires j Iq - 20? 3
t
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Date: /D -Q20 - 0/
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 device: pipe,
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
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 sedimenangged
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 a nd/or flow to the pretreatment area.
Ilies 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 pretreatment area.
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.
Best professional practices 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.
Tree stakes/wires are present Remove tree stake/wires (which
six months after lantin . 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
a maximum depth of three inches

Soils and/or mulch are .
Determine the extent of the clogging
clogged with sediment. - 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 planting media.
Form SW401-Bioretention O&M-Rev.3
Page 2 of 4
BMP element:
The underdrain system
if applicable)
The drop inlet
The receiving water
Potential problems:
Clogging has occurred.
Clogging has occurred.
The drop inlet is damaged
Erosion or other signs of
damage have occurred at the
outlet.
How I will remediate the roble
Wash out the underdrain system.
Clean out the drop inlet. Dispose of
the sediment off-site.
Repair or replace the drop inlet.
Contact the NC Division of Water
Quality 401 Oversight Unit at 919-
733-1786.
Form SW401-Bioretention O&M-Rev.3
Page 3 of 4
r
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 RO AT) ,, IQnn T.Tlln-rTT
BMP drainage area number: 1..42 Ac. L
Print name
Title:Presic
Address: 15
Phone:336-
Date:_ /&I -,Zo
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.
y o V and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand ff
I' AI# vi S , a Notary Public for the State of
ll/pir* 1u1,/Ia d , County of ,,III
do hereby certify that
?'?? o? ?'1 kof'"5 ??? personally appeared before me this 7D
da fQ?r
4:: %-AEW qT?i
?0TA
#4 0MM Expires
-11-14-7tl/4 C)
13 OC-4 '.
RO COUP
?i o iLI seal,
SEAL
My commission expires_
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4
9 9 ASR PO,o a
o~~ a~ ' t l d a., ~
LANDSCAPE APPROVAL AND INSPECTION
~ A LANDSCAPE PLAN (which depicts the plant types and locations) Must Be
Submitted To The Planning Department For Review And Approval On or Before °
_ 90 Da s . ( Y)
4
~ THE Required LANDSCAPE PLANT MATERIAL Must Be Installed And Inspected W
PROJECT SUMMARY Prior To Receiving A Certificate of Occupancy. W SITE ~R°P° °0 ~ ~ _
COVER SHEET APPLICATION FC APPLICATION FORM (Revised July 1&, 2007) ~ G~PP z ~ ~
To request an inspection contact Landscape/Watershed Planner at 336-373-2918 Greensboro Cit Pla ~nsboro City Planning Department w ~ ~ W
~Mlnimum Number Of Required Parking Spaces: NA y
Mailing Address P.O. Box 3136, P.0. Box 3136, Greensboro, NC 27402-3136 ~ RaP~ o' NURGN N
Total Number Of Provided Parking Spaces: NA Office Address. 300 West Washingt~ 1 West Washington Street, Greensboro, NC 27402 o P,SGpN G ~
If you have any questions obout the process call Jimmy Per WIND ROAD L ~ call Jimmy Person with the Planning Department at 336-412-5739 u~i o ~ ~ ~
Plat book and/or Deed book Reference: P.B. 123, PG. 56, LOTS ~1-5
PLAN TYPE: N. CHURCH STREET -MINOR THOROUGHFARE REVIEW FEE: ~ o ~ ~ I
TREE PRESERVATION APPROVAL AND INSPECTION Street Classifications : Site Plans $400 plus $20 per 1,000 sq. ) - WIND ROAD LOCAL ROAD per 1,000 sq. ft. gross floor area = ~ ~ ~
Multifamily Developments $400 plus $25 per dwelling ur ~ z u7 N per dwelling unit ~ ~ ~ ~
~ The Required TREE PROTECTION FENCING Must Be Installed and Inspected ~ KOTIS PROPERTIES sin le Famil Subdivisions $2so lus $4o er lot
Prior to Land Disturbance. Developers Name. g y p p per lot ~ ~ ~ DENNY ROAD °
1500 MILL STREET, SUITE 105 GREENSBORO, NC 27408 Minor Revisions $260 plus the per lot, square per lot, square footage, or dwelling unit listed below applied to any ~ ~ d
Address: increase. To request apre-construction meeting contact the Urban Forester at 336-373-2150
. 336-574-2000 Submit 14 copies of plans to the of plans to the Planning Department for review. ~ ' '
? THE Re uired REFORESTATION AREA Must Be Installed And Ins ected Prior To Daytime Phone Number: q P Plan review takes 7 10 working days; the Plonning Departn VICINITY MAP ~ tanning Department staff will contact you when your plan is ready. ~
Receiving A Certificate of Occupancy. NO SCALE ~
Existin Land Use: VACANT SIC 1 PROJECT S 9 # PROJECT SUMMARY.• I~ VICINITY MAP o
owner A licant: KOTIS PROPERTIES
~ ~ Z N
Re ort Comments to: WILLIAM KOTIS, III
Tele hone Number: 336-574-2000 )00 336-574-2001 - ~ Fax Number: ~ Z
E-Mail: N/A ZONING APPROVAL. AND INSPECTION Stormwater Management Watershed z 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 ~
M t Be PAVED And Re ort Comments to: ANTHONY LESTER ? The Requlred Parking Spaces And Dnve Aisles us 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 hone Number: 336-854-8877 ~ P ( ) 877 336-854-8876 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 [n
E-Mail: [e-mail] Q Z z w
Maximum Amount of BUA Allowed Per Stormwater Control Tax Ma slack P I TAX MAP: ACL-431-1-11 -431-1-11, 15, 16, 22, & 23 w ~
? Tank Permit required* p arce s > ? Sidewalk, Road Widening and Turn Lanes (n O
(Contact Zoning Office Office at 336-373-2630) NA Total Tract Acres e: TOTAL AREA: ±17.3587 ACR Design: '.3587 ACRES Required sidewalk along existing streets, required road widening, and/or required z 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 ~ the construction and utility pion process. _
? Sign Permit required* watershed Desi nation: WATERSHED CLASSIFICATION: NA 1TION: NA ~
(Contact Zoning Office at 336-373-2630). > 2,000 FT (APPROX.) Pro osed use: VACANT FOR NOW
Distance to Nearest Floodway: ? Water and Sanifary Sewer ~ Full design information for the proposed water and sanitary sewer system ~ Q
Number of Lots: 5 has not been depicted and their design has not been reviewed. I understand 0
On-site soil t es s : VuB, CfB YP O . Muitifamil Develo ments. of Units NA that the review and approval of said improvements will occur during the ~ z construction and utility plan review process. ~ ~
H drolo rou s s: HYDROLOGIC GROUPS B 8c C T e: A artments z o ants Townhomes Condominiums
Y 9 Y 9 P ~ p
Non-Residential Develo ers: Existin GFA 64,628 Sf ±10.00 AC. (57.61 Amount of site to be disturbed: 64,628 SF Pro osed GFA 46 338 SF ? eMP ~ ~
WATERSHED APPROVAL AND (NSPECTION Amaut of Existin Bus 301 657 SF. 6.93 AC. i.93 AC. Full design information for the proposed water quality/quantity device (BMP) ~ ~
. Amount of ro osed BUA: 4.34 AG. (25.00%) .00%1 has not been depicted and its design has not been reviewed. I understand ~ J that the review and approval of said improvements will occur during the Q-
? A FINAL PLAT Must Be Recorded n The Guilford County Register Of Deeds PROJECT SUBMISS 20JECT SUBMISSION GUIDELINES construction and utility plan review process. ~ Uj ~ ~
Prior To Receiving A Certificate of Occupancy. ~ ~
Plans submitted to the Planning Department that do not includ not be rewiewed, and will be returr it do not include the items on the Design Review Application Form will ~ ~d will be returned to the contact person. d ~
? Construction of the WATER QUALITY DEVICE (POND) Must Be Complete " FINANCIAL RESPONSIBILITY ACKNOWLEDGEMENT This ortion of the cover steet must be filled out and si ned b ? STORM SEWER ~ ~ ~
and the Engineers Certification of Completion Sent To The Planning p g ut 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 ~ Q information to submit a plan to the Planning Department. been depicted and its design has not been reviewed. I understand that the
De artment Prior To Receivin A Certificate of OCCU anC . hos read and provided the required informotion to p g 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 attache P Y ~ted 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 Phone: Date:
workmanshi or materials. Once the ro'ect is com lete, this individual or Nome: PI P P J P
corporation will be required to sign a notarized agreement, upon completion
and return of this agreement, they will receive a final acceptance letter and
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 mspectlon. Individual Responsible for Preparation of the Plan Signature /Seal ~
COVER SHEET________________ ? Elevation Certification Required OVERALL STORM DRAINAGE & WATERSHED PLAN_ _ ~ N ~ ~ ~ o
-IED PLAN------____-- 2 ~ ~ _ ° ~
? Floodplain Development Permit Required POND #1 DETAIL_ _ _ _ _ _ _ _ _ _ _ _ 3 Q o U ~ ~ ~ ~ 6
WILLIAM M. KOTIS, !II (PRESIDENT, CEO) POND #1 SECTION VIEW DETAIL_ _ _ _ _ . . , POND #1 LANDSCAPE PLAN_ _ _ _ _ _ _ _ _ _ _
Financial Responsibility Individual or Corporation Signature BIOCELL 1 DETAIL_ _ _ _ _ _ _ _ _ _ _ 6 U 0 0
# BIOCELL #2 DETAIL _ _ _ _ _ _ _ _ _ _ _ _ _ ~ Watershed Plan Approved By The Technical Review o o ~ o -°U _ o zz U°
EROSION CONTROL PLAN_ _ _ _ _ _ _ _ _ _ _ _ 8 p ~ 4- ~v
KOTIS PROPERTIES DETAIL SHEET_ _ _ _ _ _ _ _ _ _ _ _ _ _ SOIL EROSION CONTROL ADDRESS. 9 Committee (TRC) on -I o °O ~ o
(Contact Erosion Control Officer at 336-373-2158) 1500 MILL STREET, SUITE 105 ~ N ~ ~ L L
and or Site Plan, Subdivision, Grou Develo ment, Clearin Grubbin ~ o o ~
? Watershed Pond Construction/Surety Or Improvement Guarantee Must GREENSBORO, NC 27408 Be Submitted. P P 9~ 9 cn Uz~~
Date Map Revised:
TELEPHONE: [phone] R vi i n e so s - Approved by _y-an- By
3-2-10 EVAN EVANS ENGINEERING, INC.
4-26-10 EVAN`v EVANS ENGINEERING, INC. TRACKING NUMBI.R
This Area Reserved for Water Resources Construction NOTE: TRC approval represents the
ENGINEERING CONSTRUCTION APPROVAL A royal Stam . Pp p maximum possible development of the site.
(Contact Engineering Division at 336-373-.2302)
Additional reviews in the development
? Utility Construction Plan Approval Required*
. * TRANSPORTATION A ? Pavement Cut Permit May Be Required (Contact GDOT at 336-~ TATION APPROVAL process (including Construction Plan review) ~ D OT at 336-373-GDOT) could reduce the amount of development ~
? Roadway Construction Plans Required*
possible on this site. ~
? Storm Sewer S stem. Driveway Permit: Y
? Permit Required To Tie Into Storm Sewer System z
? City of Greensboro Driveway Permit Requ ? Driveway Culvert Inspection Required. ~rmit Required o 0
? N.C. Department Of Transportation Drivew NOTE: Conformance With This A roved Rion Driveway Permit Required. PP ~ > ° ~
Plan Is Your Resposibility; And Any ~ m
Driveway Permit Issued? YES N/A Change In Land Use, Lot Lines, Building Q
Location, Parking, Drives, Utility Lines,
NO, DO NOT ISSUE BUILDING PI 3UILDING PERMIT Landscaping, etc. Must Be Resubmitted To o z
WATER RESOURCES CONSTRICTION APPROVAL
(Contact Resources at 336-373-2055} The Planning Department To Eliminate ~ ~
Delay In the Review Process. ~ W °
Water S stem* y SUBDIVISION APP LION APPROVAL N ~ v
? State Water Permit Required.
? Outside City-Utility Agreement And Annexation Netit on Kequ red. u A r NAL r[_H Must be rtecoraea in ne ea in ne Uu Tora ~,ouniy Keg seer
Of Deeds Prior To Issuance Of A Building A Building Permit.
Sanitary Sewer Systems E 0
0 C
? State Sanitary Sewer System Permit Required. 4 0 C
? Outside City-Utility Agreement And Annexation Petition Required. Final Plat Recorded? YES N/A (CLERK OF THE TRC) (DATE) z n 0 U 0EL,>
*Fee required before construction plans are released.
NO, DO NOT I~ DO NOT ISSUE PERMIT. a a N
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p EQUAL SPA(YIG TOP OF ROOT BALL VARIES SEE SITE LAN " ~ TO BE 2" ABOVE GRADE 3 UrER ~ 1 • MIN. 1/2" DI, 1. MIN. 1/2" DIAMETER NYLON STRAPPING MAY BE AFTER PLANTING o
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rw. FESCUE loo-15o uu AIX:. +5-OCf, Is MULCH AFTER PLANTING (LOW NAOiTfNANCE) FEa 15-Yar I COLLAR MIN. COLIAR YIN. i 4" SISAL Z• REMOVE ALL ' 2. REMOVE ALL TREATED OR PLASTIC COATED BURLAP, 1 4" 51SAL SITE
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Tau a +a6 Las a FEe.15-Yar + 11PICpAI. 1 " X 2" X 1 B" STAGGED 3" LAYER OF WOODSTAKES 4• SOAK PLANT NOeE OR KOREAN DSPEOEU 26-45 185 (SCAHFIm SEED FQt $PRAM. AVG. 15-OCT. 15 4. SOAK PLANT BALL AND PIT IMMEDIATELY AFTER 3" LAYER OF WOODSTAKES ~
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C8711AN wttEr 36 Les TAMP SOIL MIX UNDER PLAN T17'ICd1 ~ VARIES = aR s~DANCRASS (IOLLET a sTroANGRASS YusT aE KEPr AT +o-TZD TYPICAL SHRUB NOTES BALL TO MINIMIZE SETTLEMENT I~ 1 /3 OF BURLAP 6. LENGTH OF RI VARIES - ~ 6. LENGTH OF RUBBER HOSE TO BE 2/3 CIRCUMFERENCE OF TREE. ~ - FROM BF dcUBLTREES = a
~II _ I- FROM B do B TREES TAU FESCUE a To Les a N0Y''~+' ~ 1. OMIT COLLAR AROUND SHRUB WHEN IRRIGATION SYSTEM IS PRESENT. ~~I~I ,.I~ ~I 7. PLACE 2 W00
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coFaaaH eERYImAGRASS a Les HuuE6 APaL Ts-,u+E w 3. TAMP PLANTING MIX FIRMLY AS PIT IS FILLED AROUND PLANT BALL. TAMP SOIL MIX UNDER PLANT AS SPECIFIED Ts-2o ies ) um FFS. +-LIARa+ so AK PLANT BALL AND PIT IMMEDIATELY AFTER INSTALLATION. BALL TO MINIMIZE SETTLEMENT 8• SEE SPECIFICI M6u > 4. 50 8. SEE SPECIFICATIONS FOR OTHER PLANTING REQUIREMENTS. BALL i0 MINIMIZE SETTLEMENT ~ N
5. SEE SPECIFICATIONS FOR OTHER PLANTING REQUIREMENTS.
SEEDBED PREPARATION DENNY ROAD
sTFaP n~ aaEA ro aE sEmm T6 A L~6uur oEPn1 aF A-e mom
z REYOIE AU LoasE Raac, RooTS, ETC. LEavtrc SutsACE su66TH AND uHlfanA. 3 APPLY SEFD, AGPog1LTURAI DYE, FFA7812ER, AND SUPEPPN097fA1E UNFORYI.Y AND SMALL TREE PLANTING DETAIL
wx WITN Tiff saL GUns AAE eaolr). 4. S® ON A FRESHLY PREPARED SEEO~D AND COVER THE 5® DCXTLY WITN SEEI)WG ~ r i ~ ~ ~ ~ ~ i
EOIpPYEIii aR CULnratx AFTER sEE>rNC. ~ ~ ~ ~ ~ ~ ` S WLCH IYYEDIATELY AF1FR SEEDMC AND ANCHOR YIAI.CFI. + + + + + + + + + ~ + + + + + + + + + + + + ~~Q v VICINITY MAP
MUTE'S ACPoGATURAL DYESTONE- 2 TONS/Jti1iE + + + + + + + + ~ + + T + + + + + ~ + O I I~ I "S( I NO SCALE V
FERTN2ER- 10-10-10 AT 806-10DD POUNDe/AgtE + SUPERPHOSPHATE- 500 POIAIDS/NAE OF 26i ANa1t5S SWEIBHQ~NATE - + + + + + + + + + + + + + ~ + + + + + + + + + . + ~ CENTIPED SS
YULa- +.s TONS suAU CRAn smaw/ACRE (ArPRrnaYAmr a6 eAUS~ ANCHOR- CAIYP STRAW INTO SOW. WITH YAON4k OR TAC% IWTH UOUD ASPHALT + + + + + + + + + + + + ~ + + + + + + + + + + + + + + + - + + I
AT ,DD GALLONS/ACRE DR EYULSEIED ASPHALT AT 300 6Ai1.ONS/ACIE. - + + + + + + + + + + + + + + + + 8 4-~
+ + -84-~ + ~
J + + + + + + + + + + + + + +
- + + + + + + + + + o o + + + + + + + 8, + + + + + + + + + + + TY v 0 ENGINEER STATEMENT OF POND AND DAM SAFE + + + + + ~ + + + + + + ~ ~Q+ I TOTAL DRAINAGE AREA = 6.12 ACRES + + +~Q+ oN-SITE DRAINAGE AREA = 4.85 ACRES
+ + + + + + + + + + + + + + + + + + + + + + + gz~ THE STORMWATER POND AND DAM SHOWN ON THIS PLAN SATiSFlES J
REQUIREMENTS OF THE NORTH CAROLINA STATE DAM SAFETY LAW OF - -i- + + + + + + + + + + + + + + + + + + + + + + + + 1967 [AS AMENDED THROUGH 1995] AND THE RULES AND REGULATIONS ~ + + + + + + + + + + + + + + + + + + + + ~ + + OFF-SITE DRAINAGE AREA = 1.27 ACRES I PROPOSED BUA DRAINAGE TO POND = 3.22 ACRES (52.61X)
AS PRESENTED IN THE NORTH CAROLINA ADMINISTRATIVE CODE i1TLE + + + + + +
15A, SUBCHAPTER 2K -DAM SAFETY. EVEN IN THE CASE WHERE THE _ + + + + + + ~\,IS! + + + + + + + + + DAM SHOWN ON THIS PLAN IS DETERMINED BY THE STATE TO BE EXEMPT + _ _ + + + + + + + PERMANENT SEDIMENT STORAGE:
FROM THE ABOVE NOTED DAM SAFETY REQUIREMENTS, I, AS THE QUALIFIED 38 + + + + + + + + + ~ DESIGN ENGINEER, STATE THAT THE POND AND DAM ARE DESIGNED TO BE plTp` ® + + + + + + + + + + + .t~r -F 1 REQUIRED= 1/B AC-IN/AC x 6.12 AC DRAINAGE AREA = 2,777 CF
SAFE AND ADEQUATE FOR THE PROTECTION OF PUBLIC HEALTH, SAFETY, + + + + + + + + + ~ + + + ~ BOTTOM dEVATiON = 829.50
WELFARE, AND DOWNSTREAM PROPERTY. i UNDERSTAND THAT THIS STATE- ~ { 3 + , O,® + + + ~ MENT AS THE DESIGN ENGINEER SHALL NOT RELIEVE THE OWNER OR + ~ + + + + + + + + + TOP ELEVATION = 830.50 PROVIDED = 2,954 CF
OPERATOR OF THE POND AND DAM FROM THE LEGAL DU11E5, OBLIGATIONS, _ J ~ 1114 ~ AND LIABILITIES ARISING FROM SUCH OWNERSHIP OR OPERATION. Q~ + + + + + + + \ + I PERMANENT WATER QUALITY POOL: + 3.0' WATdt QUALITY POOL DEPTH WITH APPROX. 52.61X B.U.A. AND 90X TSS REMOVAL
3 Ywu
i 6. X11111 ~ ~ 41 P - + + + + + III - + + + + + + + + + REQUIRES 3.13X SURFACE AREA _ REQUIRED = 3.13X x 6.12 AC x 43,560 SF/AC =8,345 SF
+ + + + + + + + + + I TOP ELEVATION (AVE. DEP1H = 3')= 835.50 X1'1° ~ + + + + ,f + + PROVIDED = 10,080 SF
IIP1V - + + + ~ + Dam Safety! Note:
In accordance with GS 143-215.25A and 143-215.26 + + + + ~ + p + + + + PERMANENT POOL. AVERAGE DEPTH: BOTTOM ELEVATION: 630.50
of the NC Dam Safety Law and NC Administrative _ + + + + + • + + + + TOP ELEVATION: 835.50 CUM. VOLUME 0835.50 = 33,217.SD CF
Code 15A NCAC 2K .0200 the State Dam Safet ~ y + ~ + + ~ I ~ - } + + + + + CUM. VOLUME 0630.50 = 2,954 CF
Office has been will be contacted for determination of ~ / J • ,hll + + + + + PERMANENT POOL AVERAGE DEPTH17=530,263.50 CF / 10,0 O~SF35 3. 0'
the exem t status with respect to Dam Safety Law) 83 p ( 3. + + + 83 50 + + + TEMPORARY WATdi QUALITY STORAGE VOLUME:
including hazard classification of the proposed dam. .5~ - + + + _ FOR 52.61X B.U.A.
+ + + + + + Rv= 0.05+ (0.009)(52.61)
83 ° ° I ~•5 - + + 83 0 05 + + + + + Rr- 0.52349 VOLUME REQ'D.= 1.0 ° Rv • DA = 1.0° 0.52349 •6.12 = 11,630 CF
II, 0 + + + + + 12 WHERE DA = DRAANAGE AREA (ACRES)
o r " + + + VOLUME REQUIRd) = 11,630 CF
SHALLOW WATER AREA - + + ~ 82 ° ipl1+ 9.5 + + + + ~ O C BOTTOM ELEVATION = 835.50
2,019 S.F. - + + ° ~ o o ° v TOP ELEVATION (TOP OF RISd~) = 836.60 + + ~ + PROVIDED = 12,737 CF
MINIMUM LANDSCAPING REQUIREMENTS. + + +
_ 50 HERBACEOUS PLANTS/200 S.f. (4 CONTAINER) 505 - + + 1 I + ~ ~ ~ PRINCIPLE SPILLWAY:
c~Qo o ~ o 10 YR, 24 HR STORM
+ + ° ° ° ~ ° HALLOW LAND AREA = DESIGN S10RM= 2 YR, 24 HR STORM ~'~i!! + ~ RISER= 24'
SHADOW LAND AREA - + + U + BARREL=15'
2 998 S.F. + + ~ ~ o 0 0 ° ° ~ ~ ~ ~ NOTE: A 15' BARRdl HAS BEEN CHOSEN IN ORDER TO LIMIT
- + + MINIMUM LANDSCAPING REQUIREMENTS: + POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE. THE REMNNDd2 IS BdNG STORd) IN THE POND.
= 750 ~ ~ ~ 50 HERBACEOUS PLANTS/200 S.F. (4 CONTAINER) _ _
OR 111'y~,~ tt RELEASE RATE: I~+ / 2 DAY RELEASE= 0.014 ft2 HOLE
+ + + III. 1 5 DAY RELEASE= 0.006 ft2 HOLE
8 SHRUBS 200 S.F. 1 GAL. CONTAINER = 120 - + + + ~ ~ ~ ( ) ' + HEAD= 1,10'
R + "I ° o 0 + + + HOLE DIAMETER= 1.25' + AREA OF HOLE= 0.008 ft2
1 TREE/200 S.F. (3 GALLON) = 15 + + c~ + TEMP, WATER QUALITY DETENTION TIME: 3.65 DAYS
- HERBACEOUS PLANTS 4" CONTAINER = 600 ~ + + + 40 GRASS LIKE ( ) \`,~III / ELEVATION OF WEEP HOLE INVERT = 835.50 • ~ ~ +
- + + + + ~
ND BUFFER AREA + + PO ,,III,, * l + + + + EMERGENCY SPILLWAY: i DESIGN STORM= 100 YR
+ + + /,!!I + + + NOTE: A 5' TRAPEZOIDAL WEIR HAS BEEN CHOSEN IN ORDER TO LIMIT `\~diIIH,,~ + + POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE.
21,993 S.F. + + + - ' _ ``~~~~114~,i ~ THE REMAINDER IS BEING STORED IN THE POND.
MINIMUM LANDSCAPING REQUIREMENTS: ` + + + + II + - + + + ELEVATION OF WEIR = 836.95
CENTIPEDE GRASS ._~.p_ + + + + --t•P-• CONTROL SECTION: RIP-RAP LINED EMERGENCY SPILLWAY
- + + +I 3:1 SIDE SLOPES ~ ..F + 1.25X SLOPE UNDSCAPING DNLY
T TYPES & UANTITIES - - PROVIDED PLAN _ ~ ,III ® -I- -f -I- -I- -f- BOTTOM 1MD1H= 5' 6~~~gop?eeeNe~ae®,~ n= 0.030 •~~i
505 HERBACEOUS PLANTS + = ; + + + + FLOW DEP1H = 0.22' 4'~•°•
~ 11 '~~Rnld`~~ = + = 120 HERBACEOUS SHRUBS - + + + I + + - + 83~.5~ 7.5 ~ + + + ~ + FREEBOARD AND SETTLEMENT= 1.33' +•°L
CENTIPEDE GRASS + + + + + - ~ '1111` + + + + + + + + + - f + + + + + + + + + + + + + + + \ TOP OF DAM ELEVATION= 836.50 . ~ e EXIT $EC110N: RIP-RAP LINED CHANNEL m ew
pll ~ + + + + + + + + + + + + + + + -I- +
+ + + + + + + ~ + + + 3:1 SIDE SLOPES 1.25X SLOPE r~ '
NOTE: ~ _ + + + + + + + + BOTTOM WIDTH = 5' • , ~ .
TI N POND 1 WILL BE COMPACTED ~ , ~ BOTTOM OF PROPOSED WET DETEN 0 # 111 3.-~ O / + + + n= 0.030 ®~si
TO 95% STANDARD PROCTOR TO ENSURE THAT NO SEEPAGE OR + + LEAKAGE OCCURS IN THE BOTTOM OF THE POND. ~ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + - + + + + + + + -f- -F + + -f- DEPTH= o.2s' ®,~~®0jeaaoieee,'f ~ee® VELOCITY= 1.83 FT/SEC
NOTE:
NSTRUCTION AN ENGINEER'S CERTIFICATION - + + + + + + + + + + + + + + + + + + + + + + + + + + + - UPON COMPLETION OF CO , + + + + + + + + + -I WILL BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE + + + + + + + + + + + + + + + + + + + ~ + + + + + + + + + + + + + + PROJECT TITLE:
BMP DEVICES WERE COMPLETED IN ACCORDANCE WITH THE APPROVED. + + + + + + ~ + + + + + + + + + + + + + + + + + -k + + ~ ~~8~ + + + + + + + + ~ 120 WIND ROAD & 3800 NORTH CHURCH STREET
PLANS & SPECIFICATIONS. ~ ~ + ~ X1.9 -~1 I _ ~ ~ ~ . r'~I- ~ ~ ~ a + + + + -I- ~ + ~ ~ \ + MOREHEAD TOWNSHIP GUILFORD COUNTY
PLANTING PLAN 1»-~01 GREENSBORO, NORTH CAROLINA
APPLICANT/OWNER/OPERATOR:
A
e _ _ CODE NO COMMON NAME BOTANICAL NAME SIZE REMARKS • 1500 MILL STREET, SUITE 105
SHALLOW WATER _ SOIL SPECIFICATIONS. KOTIS PROPERTIES GREENSBORO, NC 27408
_ _ SOIL AMENDMENTS SHOULD BE INCORPORATED AT THE END OF THE SITE DEVELOPMENT PROCESS TO PREVENT SEDIMENT FROM ENTERING THE BMP EMERGENT PLANTS PHONE: [phone] FAX: [phone]
ING THE SOIL TO STABILIZE THE SITE AS SOON AS POSSIBLE. WP 101 WATER PLANTAIN ALISMA APP. 4" CONT. NC GROWN _ FACILITY. THE BMP SHOULD BE PIANTED AND MULCHED IMMEDIATELY AFTER AMEND THE SOIL ti THE SOIL MIX MUST 8E UNIFORM AND FREE OF STONES, STUMPS, ROOTS, OR OTHER SIMILAR CIVIL ENGINEER:
BI 101 BLUE FLAG IRIS IRIS VIRGINICA 4" CONT. NC GROWN
PR 101 PRIMROSE WILLOW LUDWIGIA 4" CONT. NC GROWN MATERIAL G NEWLY INSTALLED PLANT MATERIAL REQUIRES WATER IN ORDER TO RECOVER FROM THE SHOCK OF BEING TRANSPLANTED. BE SURE THAT SOME SOURCE , MATERIAL GREATER THAN 2 INCHES.
BT 101 BULLTONGUE SAGITTARIA LANCIFOLIA 4" CONT. NC GROWN _ OF WATER IS PROVIDED, ESPECIALLY DURING DRY PERIODS. THIS WILL REDUCE PLANT LOSS AND PROVIDE THE NEW MATEREIALS WITH A CHANCE TO EVANS ENGINEERING, INC.
PW 101 PICK ERELWEED PONTERDERIA CORDATA 4" CONT. 'NC GROWN ESTABLISH R04i GROWTH. _ _ _ SOIL TEXTU SOIL TEXTURE OF THE MIX SHOULD 8E LOAMY SAND WITH NO MORE THAN 10% CLAY (USDA SOIL 4609 DUNDAS DRIVE
505 _ _ TEXTURAL t TEXTURAL CLASSIFICATION). PHONEEE336 854--887 71 FAX 336.-854?8676
IN GENERAL, FALL AND WINTER ARE OPTIMAL FOR PLANTING IN NORTH CAROLINA. THERE ARE SOME EXCEPTIONS. SHALLOW WATER PLANTS SHOULD BE _ _ SHALLOW LAND
INSTALLED BETWEEN APRIL 1 AND JULY 15. _ _ _ SHRUBS
_ A MINIMUM ER . A ONE-TIME APPLICATION OF FERTILIZER IS ALLOWABLE TO HELP ESTABLISHMENT. Rc zo REO cHOKEeERRY aRONIa aReuTlFOUa i caL. ric GROwri A MINIMUM ORGANIC CONTENT OF 10% BY DRY WEIGHT FOR AREAS PLANTED WITH WOODY SPECIES
MINIMIZE OR ELIMINATE THE USE OF PESTICIDES AND FERTIUZ S AND 5~ F( SS 20 SUMMERSWEET CLETHRA ALNIFOLIA 1 GAL. NC GROWN AND 5% FOR TURF AREAS. PROJECT: 250-56 DRAWN BY: DF H:~Oru~nrHSVsDnsWatTH anl~cr+~w a+uNa+ DESIGN 8Y: DF
A MINIMUM TWO-YEAR WARRANTY IS REQUIRED. AT THE END OF THE FIRSTS YEAR AND AGAIN AT THE END OF THE SECOND YEAR All PLANTS THAT DO sD zo sILKY oocwooD coRNUS AMOMUM 1 GAL. Nc cROwN STREET DYq Sl~gTGLDWC
•„r n„nn, n nr nrTU,rr., r r t..n 7 n Ir TI11' Ril rll I P AIITMi1r AI' TI TIC nulrr IT I~AV ~C C4lCCT 11CC!'f71PT(1AI•
NOT SURVIVE MUST BE REPLACED. 5L zu bWAMr LILT LKINUM trcuntaUtna i UAL. il%, ta rtvrnv IHL PH ~H m L PH JHUULU bL bL I WLLN 3.3 ANU /.U. Ir I ML rn rAU.W VU 131UC Ur i nij RANUC 11 Mm l UC ,
# SP 20 SWEETSPIRE ITEA VIRGINICA t GAL. NC GROWN MODIFIED MODIFIED WITH LIME TO INCREASE THE PH OR IRON SULFATE AND SULFER TO LOWER THE PH. THE LANDSCAPING PLAN
IF BEST PROFESSIONAL PRACTICES SHOW THAT PRUNING IS NEEDED TO MAINTAIN OPTIMAL PLANT HEALTH: PRUNE ACCORDING TO BEST PROFESSIONAL P H 20 P O SS u M H AW_ V I B U R N U M N U D UM 1 GAL. NC GROWN _ LIME OR IRON SULFATE MUST BE MIXED UNIFORMLY INTO THE SOIL PRIOR TO USE.
PRACTICES. 20 LIME OR IR
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
IF PLANTS ARE DEAD, DISEASED OR DYING. DETERMINE THE SOURCE OF THE PROBLEM, REMEDY IT AND REPLACE THE PLANT. UPLAND AREA PLANTING SI GRASS CASE IT MU 0 SHEET NO.: CASE IT MUST MEET THE REQUIREMENTS SPECIFIED AND A SOIL ANALYSIS FURNISHED STATING THAT THE SOIL REVISIONS: 4-26-1 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 ALL + MEETS ALL REQUIREMENTS BEFORE ANY PLANTING CAN BEGIN.
9

V / i
/ w/ 'f ~ o a
'°d / / 0
7 V E. ovER
/ . -I - ~ - SITE ¢oPO
lam' / 5 }
~ ~E
/ _ / W 1 J
~ ~ 1 ~ i \ i a GN~~G~ RoPO w 0
1 _ - Z 4~S~PN ur WINO ROAD
~ - ~ _ U ~
_ - ~ U ~
\ Q
O J
RIP-RAP \ ~ f
~ ~ NUT / D~ ~ / ~ `
N r / / 4 C/O ~ 1 DENNY ROAD
i - _ ~ ~ i
/ BRAIN a-- - ~ I
- - - PVC UND ~ / 4
/ / CP ( _--2A°ccESS~ VICINITY MAP EASEMENT NO SCALE
~ C~ / . / _ _ - - _ / I~~
- - RAIN / ~ ERD / PVC UND
~ 4 - ~ EEVATION / ~ - - - - - - R ACE E / DRAIN
i ~,t~~ IOCELL SU VC DER - - - - ~ B - 45.25 A P .18 C~O i~ ~ YARD INLET #23
I - - - - /
i / / _ ~ ~ / / COG STD 424 _ - - - THROAT: 846.00
i - o / IN - - - ~ I INV. IN (UNDERDRAIN): 841.05
I RDRA / _ _ - PVC UNDE 4 / INV. OUT (23): 839.00
1 ~ f - l
~ 4. ~ o ~
c / / , e ~
~ - ~ ~ / ~ BIOCE~~ 1 CA~CU~ATIONS:
_ ~ ~ ~ / DRAINAGE AREA= 1.94 ACRES
BUA= 1.07 AC.
/ \
RUNOFF VOLUME CALCULATIONS (1" RO FROM ENTIRE WATERSHED)
~ 3J RUNOFF FROM BUA
!r ~ \ I ~ T ; ~ \
I ~ - BUA - 1.07 AC. (46,609 SF) CN = 98 _ S = 1 °-0s° - 10 = 0.20
I RO (1") = 0.067'
I TOTAL RUNOFF FROM BUA = 0.067'(46,609 SF) = 3,122 CF
1 ~ - = -
I RUNOFF FROM GRASS
I ~ ~ GRASS = 0.87 AC. (37,897 SF) CN = 74

_ l ~ - S = 1 ° ° ° - 10 = 3.51
(-1 I/ I A I I RO (1 = 0.0019'
I TOTAL RUNOFF FROM GRASS = 0.0019'(37,897 SF) = 72 CF
TOTAL PONDING VOLUME FOR BIOCELL(REQUIRED) = 3,194 CF
BIOCEL~ 1 DRAW
DOWN CALCULATIONS. 3 SCALE: 1 =10 O N S: TOTAL PONDING VOLUME FOR BIOCELL(PROVIDED) = 3,260 CF
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 HOl A A / CL SS 1 RIP R P(SEE SECTION MRU DDUGHNUT BELOW) TIME TO RA ' - = 4.5 HOURS
F1pw ~ AREAS TO BE DISTURBED PIPE INVERT D IN TO 2 BELOW SURFACE OF BIOCELL ~1 - 36 / 1 = 36" / 2" PER HOUR = 18 HOURS NOTE.
(CUT, FILI. ETC.) II RIP RAP HEADWAL
ClA 7 IP RAP HEADWALL I `I-~1 FLOW % ERT ~ DAM r2D UPON COMPhETION OF CONSTRUCTION, AN ENGINEER'S CERTIFICATION
W ~ ---ROW---~ WILD BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE
N9.g. ~ ~ FlLTER FABRIC DIMENSIONS RRE " t RIP-RAP . / WAS D STONE. 1' THICK % Y NIGH MIN. MINIMUM ACCEPTABLE ~i7 WASHED STONE U N D E R D RA I N C A L. C U AT
NN~ss DTHERVASE L 10 N S e r N C D W B P Q M Desl n Manual . / j NDTED. BMP DEVICES WERE COMPLETED IN ACCORDANCE WITH THE APPROVED
SECTION THRU DOUGHNUT FILTER AND OUTLET PIPE No A Flow Throu h FIII Soll M I = - SCLE ed a 645 CF HR 0.18 CF S PANS & SPECIFICATIONS.
g o~ i ERSPECTIVE VIEW
NO SCALE Factor of Safet = 10 x 0.1 = 8 CFS 1.80 CE S Y
D= 16x 1.80x0.011 _ 0 005 0.5 0.375 1 .75 (EXISTING PIPE INVERTS) OVER FLOW STRUCTURE CAI.~.CUI~ATIONS
Per Table 5-1 if < D 5.13 then 2 run f GRAVEL ~ RIP RAP DOUGHNUT INSET PROTECTION s o 4 I e well be re ulred. Design = 100-Year Storm
pp q
RIP RAP Area to Sand Eilter = 1.94 AC.
DOUGHNUT (D50 = 6")
WITH #57 WASHED Runoff Coefficient - 0.80 (City of Greensboro value for commercial site)
STONE ON FACE ~ 18" HIGH WITH FABRIC TO 5' Q(peak) from 100 year storm event = 12.53 cfs
CREATE FOREBAY
12.53 cfs = 3.33 x 10.68' x d~1.5, where d= depth of flow above weir
BLUEGRASS OR FESCUE s" OPENING ON ALL TOP OF SOD ELcVATION FOUR SIDES OF YARD
=845.25 SOD PLANTING ON ENTIRE INLET SURFACE OF BIOCELL THROAT ELVATION 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
00 _ 100 YEAR ELEVATION = 846.50 a PONDING DEPTH (9~ - 846.00 - - - - „ _ _ _ TOP OF EM - ELEVATION. TOP OF EMBANKMENT
8 RCP C O. JOB g 3 SOD LAYER ELEVATION = 847.50
PROJECT TITLE:
~~~R~~~R~~~A~~~A~~~h~~~A~~~h1~~R~I~R~~fA~~~A~~~A~i ~R~~~A~~~A~~~A~~~A~~~A ~~A~~~h~ ~A~~~R~~~A~~~h ~~A~~~R~~~A~~~R~~~A~~~h~~~A~~~ ~ ~ ~ II 11 ` h ~h 'h I~A ILA I~h,I~A~IIA'I'A'~'h1I~A'~IR'I'A~I~R,I~AI ,IIRI (~R'IfA'I~R~I'AI~~R'I~A'I'RIII 120 WIND ROAD & 3800 NORTH CHURCH STREET
° a ° a d d° ° ° ° a ° ° da ° c d ° ° o ° ° d a ° ~ ° e ° ° -
d ° ° a d c ° ° d° ° ° ° d e ° 9 ° ° ° ~ ° d OVERFLOW STRUCTUR MOREHEAD TOWNSHIP GUILFORD COUNTY RFLOW STRUCTURE GREENSBORO, NORTH CAROLINA
FILL SOIL MEDIA TO a a ° ° d ° ° 4 4 a ° ° ° , ° , PROP. CATCH BASIN iP. CATCN BASIN
HAVE A MINIMUM DEPTH ° ° d ° ° ° °a ° ° ~ ° ° 4 ° a ° a COG STD 424 YARD ° ^ ° e a ° a a d ° ° „ ° ° ° F/LL SOIL MEDIA, ° ° #57 WASH STONE 4 ABOVE AND ° ° ° , , d STD#424 YARD INLET ~ APPLICANT/OWNER/OPERATOR:
° °d 2.0'° a ° ° ° ° 85~-88~ SAND ° d a ON EACH SIDE OF PIPE. 'o ° ° °d ~`~~'sT KOTIS PROPERTIES
° ° d ° ° ° d 8%-12% FINES a a d ° ~ a ° a ° ° d.a a ° a ° ° ~ 3%-5~ ORGANIC MATTER d ° ~'c 1500 MILL STREET, SUITE 105
° ° ° d ° ° P-INDEX OF MEDIA = 10-30 ° ° ° ° ° ° ° ~c~o GREENSBORO, NC 27408
a ~ d ° d ° INFILTRATION RATE - 2 IN/HR ° a ° a° 4" WASHED SAND a d°° ° ° ~ a °a ° a ° ed d ° ° ° d ° a ° ° d ° ° a d ° ° PHONE:[phone] FAX: [phone] ~~~p
° ° d a ° d FdL°TER FAQRIC ABOVE SCONE °
° a ° a ° CIVIL ENGINEER: OUTLET OVERFLOW PIPE \ llOii66i001i/l
° e d. ° ° ° a d d ° o®® ®r,
\ ~ EVANS ENGINEERING, INC. ~,~~.CAo~~
° ° ° ° 4609 DUNDAS DRIVE ~
0 ° ° ° ° ° ° ° 0 p ° _ ° ° 0 ° ° ° ° ° ° 0 ° ° ° ° ° GREENSBORO, NORTH CAROLINA 27407 PHONE: [phone] FAX: [phone] d ~ ~
° ° ° ° ° ° ° ° ° ° ° ° ° 0 0
842.00 ° ° ° o ° ° ° ° ° ° o ° ° ° N ° o ° ° ~8 ~ ,8 - ~ ~ 19773 RCP ~ N-t7~ ~
TlE UNDERDRAIN DIRECTLY DAYLIGHT 4 "PVC ,
INTO YARD INLET AT AN TO EXIrS/1TIN~G RlP-R,4P PROJECT: 250-58 DRAWN BY: DF
ELEVATION OF 841.05 ~ INV. OUT = 839.00 SEASON,4L HIGH W,4TER TABLE. X840.00 L~IVL[/ t~H~NNEL STREDET DWQSSUND~ITTAI O.DWGRCH\N CHURCH DESIGN BY: DF '®BBBa D.~~g1`, OUT = 839.00
NO STONE REQUIRED UNDER PIPE ~ntt ut~t,rc r nviv:
SEASONAL HIGH WATER TABLE X83850 BIOCELL #1 DETAIL
2-RUNS OF 4" SCH 40 PVC @ 0.5% REQUIRED. A MINIMUM OF 4 ROWS OF
DATE: OCTOBER 26, 2009
SEASONAL HIG PERFORATIONS SHALL BE PROVIDED AROUND THE DIAMETER OF THE PIPE, AND H THE PERFORATIONS SHALL BE PLACED 6 INCHES ON CENTER WITHIN EACH SEASONAL HIG WATER TABLE IS > ROW FOR THE ENTIRE LENGTH OF THE DRAINAGE LATERAL. PERFORATION 'Yr WATER TABLE EASONAL HIGH REVISIONS: 3-2-10 SHEET No.:
T S HAN 2' BELOW SHALL BE 3/8-INCH N DIAMETER. THAN 2' BELO 'ATER TABLE IS > 4-26-10 r
BOTTOM OF BIOCELL NOT TO SCALE BOTTOM OF BI -IAN 2' BELOW U
OTTOM OF BIOCELL

20' POND
" , \ ~ ACCESS . ~ ~ ~
\ \ ~ END CURB HERE TO ALLOW ~ ~ ~ ~ ~ / °
V A \ ~ \ ~ ~ ~ RUNOFF FROM PARKING LOT AND ~ _ - ~ ~ / - o
\ \ \ \ ~ BUILDING TO SHEET FLOW _ \ ~ \ TO BIO-CELL #2 _ ~
\ \ - - \ I \ ` ~ ~ SITE oPa ~
\ g3 \ _ - \ ~ ~ / / ~ w ~PQE~ R z ~ SEES G }
\ ~ - - ~ 8
I \ ~ \ _ _ ~ W o0
\ \ ~ \ I ~ \ ~ \ ~ CAS - > . \ / ~ ~ \ ~ CNURCH R F w
\ \ VA \ ~ ~ ~ - - - / ~ - - V J( ~ PtiSGN~ ~ VAND ROAD
/ A\ V A ~ YARD INLET 23 _ - - ~ / ~ \
/ ~ A V A\ \V ~ / v - ~ v 9 ~ COG STD 424 _ _ - --i - ~ END CURB HERE TO ALLOW ~ ~ \ ( v °
~ / \ \ \ \ VAV ~ ~ ~ ~ THROAT: 833.50 ~~i~ _ _ \ \ ~ ~ ~ ; ~ y - - - -INV. IN (UNDERDRAIN): 828.00 O~~G~ - - RUNOFF FROM PARKING LOT AND ~ ~ ~ ~ o 'O 'b BUILDING TO SHEET FLOW ~ ~ ~ ~ ~ l~ Z ~
\ v \ v ~ ~ 0 ~ INV. OUT (24): 824.00 ~ , ( \ \ I I ~ - 0 c/o ~ - -~O 'I,n o TO BIO-CELL ~2 \ ~ ~ \ ~ 11 (r ~ o W
STORM MANHOLE 25 v ~ / a-~~
' COC STD 400 v ~ A0 , ~i ~ , , I \ ~ ~ \ L - P , - i 1 ~ o _ ~ t I TOP: 834.00 i \ $ ~ ~ ~ ~ , ~ ~ ' , C O ,
INV. IN 23 : 823.50 ~ _ ~ \ \ ~ \ ~ ~ 0\~ ~ P / i \ ~ ~ ~ 0 ~ 1~ ~ ~ ~ ~ 1 ~ DENNY ROAD
INV. IN 24 : 823.50 \ \ ~ < ~ ~ ~ ~ ~ ~ ~ ~ _ _ - i ~ / C 6 °
INV. OU (5): 822.50 ~ ~ ~ < \ _ _ _ - - i , P~ _ - -f
~ , 83 834 v v v ~ ~ ~ P
\ V ~ ~ F 4 ~ - ' - ~0 ~ - \ v \ \ \ VA ~ ~ A - - - ~ - , ~ P ~ ~ -f-- , ~ \ V A\ \ ~ ~ 0 v ~ ~ ~ ~ _ _ v v ~o ~ICI~JITY MA -f-' "jJ ~ ~ i 11o i ~ i ~ ~ ~ i 1 1 NO SCALE
\ ~,,,e ® ~ vv v vv
I V \V ~ ~ FL ~ ~ i ~ ~~r~0 \ \ v ~ 2 v ~ TRENCH ~ ~5~ ~ , ~ I \ ~ v ~ ~ v VEL ~ _ - e
s. ~ ~ ~ o ~ ~ ~ SS STRIP ~ - ~ ~ - - e ~ ~ I \ V` ,A~ I Q \ ~ 2 ~ ~ 6 GRA _ _ - ~o ~J ~ ~ F, ~ ~0 ~ \ \
~ \ \ \ ~ ~ ~ ~ _ - ' - i ~ ~ , Obi 0 \ \ \ ~
~ \ \ ~ - vt- - ~ - G/O , P~
I ! ' ~ \ ?
~ v A VA\ ~ ~ ~ 8 -
~ I ~ ~ v \VA V 0\ ~ _ i ~ i ~ \ \ \ \ \ \ l~`
/ ~ \ \ 33.5 ~ ~
\ \ \
/ / ~ \ 4 PVC UNDERDRAIN ~ $ i i i
\ \ ~ VA\ 1 _ _ i ~ , ~ ~ / / A\ ~ ~ ~ G/O ~5i i~-' i ~ ~ G~~~~ ~ BIOCELL ~2 CALCULATIONS:
l \ \ - ~C-UNDE-RDRAIN- _ - ~ ~ ~i ° _ ,~.,;r. ~ ' ~ ~ DRAINAGE AREA= 1.42 ACRES
~ BUA= 0.78 AC.
~ \ \ 3 ~ \ \ ~ ~ ~
\ \ _ ~ ~ RUNOFF VOLUME CALCULATIONS (1" RO FROM ENTIRE WATERSHED)
' i \ \ ~ ~ C" ~ t v ~ y ~ ~ - ~ ~ v \ ~ ~2 ~ v \ v ~ r~ a~ * ~
~ v v v v ~ ~ o c~ ~ a~ 2, ~ i ~ - , RUNOFF FROM BUA
\ \ 0 - 0 \ 3 - ~ i BUA = 0.78 AC. (33,846 SF) CN = 98 ~
\ ~ 3 ~ 1 \ 8 ~ v v ~ SZ r~ i - v 2 ' 1000 ~ S= s8 - 10=0.20
/ _ v v 82 ~ , i ~ _ RO (1 0.067'
/ ~ TOTAL RUNOFF FROM BUA = 0.067 (33,846 SF) = 2,268 CF
~ / ; v vvv ~ ~ v s ~ ~ ~ v v v ~v i o~ i
~ l l \VA \ 1 s / ~
/ ~ v \ \ ~ ~ VA\ ~ l I cS ' / ~ i RUNOFF FROM GRASS ~ ~ _
~ ~ \ V A\ \V ~ 6' / ~ I \ V A \VA A ~ A' 1 / ~ A VA\ ~ ~ ~ GRASS = 0.64 AC, (27,879 SF) CN - 74
S = looo _ 10 = 3.51
~ V ~ \VA \ ~ / ~ v v v \ VA\ I ~ I l
J V A\ . i f ~'~~s~,~~ j./~°~ RO (1") = 0.0019' > TOTAL RUNOFF FROM GRASS = 0.0019 (27,879 SF) = 53 CF
TOTAL PONDING VOLUME FOR BIOCELL(REQUIRED) _ 2,321 CF
BIOCEL~ 2 DRAWDOW~1 CADCULATIONS: LIONS: TOTAL PONDING VOLUME FOR BIOCELL(PROVIDED) = 4,003 CF
SCALE: 1 =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 H( R = 4.5 HOURS
TIME TO DRAIN TO 2' BELOW SURFACE OF BIOCELL ~1 = 36" ~ ~1 = 36" y 2" PER HOUR = 18 HOURS
UNDERDRAI~1 CA~CU~ATIO~IS er NCDWQ BMP Desi n Manual
Dlow Throu h dill Soil Media = 770 CF NR = 0.2139 CFS
9 - _ _ NOTE:
factor of Safet - 10 x 0.2139 CFS - 2.139 CAS Y
_ UPON COMPLETION OF CONSTRUCTION, AN ENGINEERS CERTIFICATION 1FICATION
D= 16x2.139x0.011 0.005 0.5 0.375 - 1.87 WILL BE PROVIDED ASSURING THAT THE CONSTRUCTION OF THE TH E
F er Table 5-1 If D < 5.13 then 2 runs of 4 I e well be re ulred. > p p q BMP DEVICES WERE COMPLETED IN ACCORDANCE WITH THE APPROVE APPROVED OVER FLOW STRUCTURE CALCULATIONS
PLANS 8c SPECIFICATIONS. Design = 100.-Year Storm
Area to Sand Filter = 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 ~ AND CAPPED AT TOP OF SOD LAYER
TOP OF SOD ELE~,4TlON 10 TOTAL FOR BIOCELL 1
( =832.75 W
X00 YEAR ELEVATION = 833.91
PONDING DEPTH (9~ = 833 50 - ~ TOP OF E TOP OF EMBANKMENT
" 3" SOD LAYER 9 ELEVATION = 835.00 PROJECT TITLE:
iI~A~I~h~I~~~I~h~I~Ai1~A~lin~l~h~l~A~I~A~I~A~I~A~ A~I~A~I~A~I~A~I~A~I~A~I~A~Ii~~lihtil~~~l~h~IIA~I~h~I~A~lldillhll1h~I~A~I~A~l~h~l~h~l~h~ ~A~I~h~I~A~I~A I~A~I~h~I~A~l~h~l~A~l~h~l~d~l~h~I~~~~ih~liA~li~~I~n~lih~liA~lih~li~~lin~li~~liA~lih~li~~ ~Ii~~lih~liA~li~~liA~liA~l(h~ll~lll 120 WIND ROAD & 3800 NORTH CHURCH STREET
° d ° ° ° ° e ° d ° ° ° 4 a - ° d ° ° d. MOREHEAD TOWNSNIP - GUILFORD COUNTY GREENSBORO, NORTH CAROLINA
° d ° m ° ° a ° - ° a ° p ° ° ° OVERFLOW STRUCT ° ' ° A ° d ° d ° a ° PROP. CATCH BAS iVERFLOW STRUCTURE 'ROP. CATCH BASIN
FI IL MEDIA TO ° ~ ° ° a ~ a ° ° ° ° d ° ° LL SO ° ~ ° ° ° COG STD#424 YAF ° ° ° d ° a » d :OG STD#424 YARD INLET ~ APPLICANT/OWNER/OPERATOR:
HAVE A MINIMUM DEPTH ~ ° ° ° ° Fl l MEDIA ° 57 WASH STONE 4 ABOVE AND ' ° ° ° 4 ® d ° ° LL SO L a ° # ° d
OF 24" 7_ FT d s ° ° ° ° ON EACH SIDE OF PIPE. ° ° ° ; ) d ° ° ~ 85%-88% SAND d 2.0 ° ° °d d ° ° ° ° ° ° d ° d 8%-12% FINES e d° d.° - ° a° - °a d.°.. ° ~~~~s KOTIS PROPERTIES ~~'1%, 1500 MILL STREET, SUITE 105
n ° ° ° ° d ° 3%-5% ORGANIC MATTER d ° ° °
° ° d ° ° P-INDEX OF MEDIA = 10-30 d ° ° ° d ~~~0 PHONE:(336)574S2000 NFAX~[phone]
~ ° °d d ° ° INFILTRATION RATE = 2 IN HR° ° ° ° a ° ° 4" WASHED SAND °d m ° ° ° °d ° ° d ° °d ° ~ ° ° o ~~~0
d ° a ° ° ° a ° ° ° , ° a FdL°TER °FABRIC ABOVE S1~0(~E ° ° ° ° d ~ ° , o d CIVIL ENGINEER: OUTLET OVERFLOW PIPE ~ ®~®9ti'e11ti1Rtiya~'e
° S ° e d ° ° ° ° ~ ° ° a a a ° ° ° ° °d
° ° a d \ EVAN 4609NDUNDAS ORNE ~ INC. ~ p''0 2® ~
~C
° ° ° ° ° s GREENS80R0, NORTH CAROLINA 27407 - - ~_,__e_______®_ PHONE: [phone] FAX: [phone] ~
° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° °
° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 829.50 ° ° ° ° o o ° ° ° 4 ~8 ~(//'7'/~/~-\~ R ~ 18~}7793),/~ s
N o ° 'f- ' / ~v 11 RCP ~ y~41~/V~ aw DAYLIGHT 4" PVC S''~..,w. r®•
TlE UNDERDRAIN DIRECTLY - INTO YARD INLET AT AN _____e_-_~______~_~_s~_`_-_~_ T~ Ei~~.ST~N(^i RAP-Rf~P PROJECT: 250-58 DRAWN BY: DF ~ orr
ELEVATION OF 828.00 ~ INV. OUT = 824.00 N:\DRAN7NGS\KO115\NOR1H CHURCH\N CHURCH DESIGN BY: DF ®otr~ `p,.S`,'r V. OUT = 824.00 LINED CHANNEL srReer oxro suen~m~. z.D.Dwc
5EA5'U1VAL HI&H WAItH IA&Zzt: ~L/. 5U 1 JHtt I UtJl:Klt' f IVN:
NO STONE REOUIRED UNDER PIPE
BIOCELL #2 DETAIL
SEASONAL HIGH WATER TABLE. 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 SEASONAL HIGH THE PERFORATIONS SHALL BE PLACED 6 INCHES ON CENTER WITHIN EACH SEASONAL H SEASONAL HIGH REVISIONS: 3-2-10 SHEET NO.:
WATER TABLE IS > THE ENTIRE LENGTH OF THE DRAINAGE LATERAL. PERFORATIONS WATER TABL WATER TABLE IS > 4-26-10 7
THAN 2' BELOW ROW FOR 3/8-INCH IN DIAMETER. THAN 2 BE THAN 2' BELOW F9
F BOTTOM OF BIOCELL SHALL BE BOTTOM 0 BOTTOM OF BIOCELL J
NOT TO SCALE

LINE TABLE
TEMPORARY SEDIMENT PIT #1 LINE BEARING (STANCE , _ \
L-11 N84° 757"E 18.91 ~ TOTAL OISIURBEDAREA = 3.19 Ac. ~ ~ _ _ ~ ~ i C= 0.80 PIPE CHART ' _ /
TOTAL DRAINAGE AREA = 3.19 Ac. ~ L-2 S02°3 09' W 103.12 ~ _ L-3 5,.02°33'8" tN - - -180:1-9- ~ - _ ` I _ i- 5.75 _ __IN)HR- _ _ _ . _ _ oESlcNSi~oRM=orR 1. AREA DETERMINED BY D.M.D. METHOD
C = 0.35 FOR UN9PROVED CLEARED AREA ° ~ ~ ~ ~ ~ I AREA TOT. Q PIFEF~EQ. SLOPE CAP. pFEUS6) SLOE 1= 5.75 IN1HR ~-4 S02 41~$~W 131.55 ~ ~ ~ \ t N0. ACre Acre CXI C.F.S. k~cttes /o C.F.S. fiches US® RPEUS® SLOPE CAP. LENGTH S.) (?~~I usED I%) (C.F.S.) (LF.) 2. THIS PROPERTY IS NOT LOCATED iN A SPECIAL FLOOD HAZARD AREA
REQUIRED VOLUME=(36000flAc)x TOTALDISTURBEDAREA ~-5 N021019 E 33.40 I ` ~ ~ - _ _ - _ - ~ ( / ~ ( ) ( ) { ) ( ) ~ ( ) ( ) (
REQUIREDVOLUME=(36000flAc)x 3.19 Ac.= 11484 Ft3 -6 'NS `49'29"W 79.80 ~ , - . \ ~ f' / \ ~ / ~ 1 0.16 0.16 4.60 0.74 15 0.01 0.74 15 0.51 REQUIRED SURFACE AREA = (.01)(PEAK IN FLOW RATE) _ (0.01)x(C)x(I)x(A) -7 N87 52'03"W 67.93 I I1 ~ \ V I ~ / 2 0.10 0.28 4.60 1.20 15 0.03 1.20 15 0.51 a 1s o.50 4.58 32.49 ~ AS DETERMINED BY THE DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT 0 1s o.so a.sfi 3o.oa PER PANEL MAP 3710786600) DATED JUNE 18, 2007. ZONE X (SEE DESCRIPTOR). ~ c
REQUIRED SURFACE AREA = (.Ot) x 0.35 x 5.75 x 3.19 _8 S82 53'05 24.61 j / \ \ I , 3 0.04 0.30 4.60 1.38 15 0.05 1.36 15 0.51 6 15 0.50 4.58 162.25 ~
REQUIRED SURFACE AREA= DA6 Ac. = 2796 FlZ -Q S7 °51:4 'W 27.08 / \ \ 0 _ I ~ , 4 0.27 0.57 4.60 2.62 15 0.16 2.62 15 0.5[ 2 15 0.50 4.58 30.24 w 7 1s 0.50 4.58 153.55 3. DEEDS OF REFERENCE SITE
REQUIRED SURFACE AREA = (L x W) 14.79 ft x 37.39 Ft = 2798 Ft2 L-1 N84°59'15"E 50.65 ~ ~ \ ~ ~ - A V I / / 5 0.01 0.58 4.60 2.67 15 0.17 2.67 15 0.5C V ~ ~ ~ ~ 1 i ~ , " / / 6 0.52 0.52 4.60 2.39 15 0.14 2.39 15 0.51 PROVIDE SURFACE AREA = (L x W) 95 Ft x 45 Ft = 4275 FlZ 1 S84°58'23"E 49.78 \ ' ~ s 15 0.50 4.58 1D2.oo DEED BOOK 4579 PAGE 1103 IS SUBJECT PROPERTY. ~oPO W
PROVIDED DEPTH = 3.5 Ft ~ , _ 'i \ % ~ \ VI / / 7 0.15 0.67 4.60 3.08 15 0.23 3.08 15 O.St 6 1s o.so x.56 33.0o DEED BOOK 4579 PAGE 1105 IS SUBJECT PROPERTY. W c~Pe~~ Z
PROVIDED VOL.=[((LTOP x WTOV)*(LBOrroM x WeorroM)) f 21 x DEPTIi ` ~ ~ ~ v ~ / \ ~ / j~ 8 0.46 0.46 4.60 2.12 15 0.11 2.12 15 0.51 PROVIDED VOL.= 95 x 45 ) * ( et x 31 ) 1 2] x 3.50 ~ , r ~ ~ / - \ t ~ j 9 0.13 1.26 4.60 5.80 15 0.80 5.80 15 1.Oe 2 15 0.50 4.58 36.86 E 0 1s 1.0o s.48 128.95 4. THIS SURVEY IS OF AN ACTUAL FIELD SURVEY HAVING AN ERROR N }
a ~ STORM STRU TURES \ -Y' i 10 0.41 1.67 4.60 7.68 18 0.53 7.68 18 D.5. PROVIDEDVOL= 11876 Ft 8 18 0.55 7.B1 137.67 ~ OF 1':17,521' J.M. ~ 19 24 0.50 16.04 207.68 / x ROpo F
= F $TRUCT. OP ELEV. INV. IN INV IN INV U \ ~ ~ / t ~ ~ 11 0.40 2.65 4.60 12.19 24 0.29 12.19 24 0.51 PROVIDED WEIR WIDTH 10 t c.,. 'N• i ~ / ~ ~ 12 0.00 2.65 4.60 12.19 24 0.29 12.19 24 0.51 1s 2a o.SD 1s.oa 1x7.63 ~ 6. 756,146 SQUARE FEET OR 17.3587 ACRES TOTAL ~ NoaG~ W
NOTES: F.E.S. A 000.00 000.00 000.00 829.34 1// ~ / i PITSIDE SLOPES TO BE 2H:1V M.H. ' B' 844.54 830.04- IlOD.00~' 9.9 - ~ 1 ~ /j 13 0.40 3.05 4.60 14.03 24 0.38 14.03 24 0.51 )3 24 0.50 16.04 54.03 \I z OpH C ~
2) DIMENSIONS GNEN ARE TOP DIMENSIONS D.I. C 842.47 83 .90 000.00 83 .7 ~ / ~ \ , ~ t j iji 14 0.10 3.15 4.60 14.49 24 0.41 14.49 24 0.5[ 19 24 0.50 16.04 175.75 PAS ~ WAND ROAD 1s za 1.DO 22s6 33.75 ~ 7. DASHED LINES SHOWN NOT SURVEYED ~ $
3) THREE BAFFLES WILL BE REQUIRED IN EACH SEDIMENT PIT D.I. D 840.96 83 .53 000.00 83 .38 ~ / r, ~ _ ~ / ~ / / j ~ 15 1.24 4.39 4.60 20.19 24 0.79 20.19 24 1.0[ ) T I T N TRUCTTHEOUTLETSPILLWAY D.I. E 842.25 6.58 000.00 83 .4~ gl~ ~ ~ o~ ~ m, t / / / i / 16 0.67 0.67 4.60 3.08 15 0.23 3.08 15 O.5t 4) CLASS B EROSION CONTROL S ONE S TO BE USED 0 CO S / ~ I t / i 8 15 0.50 4.58 91.03 ` ~
MI I P R (RED IS 3.5' D.I. ' F 847.20 842.65 000.00 83 .25 ~ ~ , ~ ~ ~ ' ~ \ ~ j jj j ~j i 17 0.24 0.91 4.60 4.19 15 0.42 4.19 15 0.5f 5) N MUM DE TH EQU 6) MAXIMUM HEIGHT IS TO BE 3.5' ABOVE GRADE, TAKEN FROM THE WEIR ELEVATION D.I • 'G' ~ ~ ~ ' ~ ~ / % \ ` _ gh,:°i~ /j 18 0.14 0.14 4.60 0.64 15 0.01 0.64 15 0.51 s 1s 0.50 a.s6 85.12 ~I g. TITLE COMMITMENT N0. 200800132CA -INVESTORS TITLE INSURANCE COMPANY U ~Q 4 15 0.50 4.58 44.69 = a
1 ~ ~ - 4~ / / 7) MIN~AUM UW RATIO IS TO BE 2:1 D.I. H / ~ ~ . Iy ~ ~ ~ / / ~ / 19 0.01 0.01 4.60 0.05 15 0.00 0.05 15 D.5[ , D.I. ( ~ ~ 0~' ~ ~ ~ ~ i/ / /j / 20 0.13 0.28 4.60 1.29 15 0.04 1.29 15 0.5C 5 15 0.50 4.58 2s.8o ail g, TAX MAP -SEE MAP. o H
TEMPORARY SEDIMENT PIT #2 F.E.s. ~ ooo.oo ooo.oo ooo.o0 82a. 1 ' ~ , ' , , S /r \ - - - ~ ~ / ~ ~ - , ~ / , e i/~ / i 21 0.11 1.30 4.60 5.98 15 0.85 5.98 15 tAt I ~ a~ ~ 9 15 0.50 4.58 75.13 ~I z w 8 15 1.00 6.48 113.99 10. ALL DISTANCES SHOWN ARE HORIZONTAL FEET UNLESS OTHERWISE NOTED. ~
C.I. K 838.07 828.57 000.00 828.47 ~ _ ~ _ y / ~ / ~ fir/ ,~~i ~ i ~ 22 0.30 1.60 4.60 7.36 18 0.49 7.36 18 O,St TOTAL DISTURBED AREA = 1.64 Ac. ~ C.I. L 838.52 829.74 000.00 829.14 ' ~ - _ - ~ ~ _ _ ~ ~M / / / 6 18 0.50 7.45 16.18 J
/ 23 0.34 1.94 6.40 12.42 18 1.39 12.42 18 1.5f TOTAIDRAINAGEAREA= 3.2 Ac. F.E.S. M 000.00 836.71 000.00 000.00 / _ _ ~ ~ / /~~i ~ / i~\ ~ 12 18 1.50 12.90 113.37 ~ DENNY ROAD 9 18 1.00 10.53 31.74 THERE ARE NORTH CAROLINA GRID MONUMENTS WITHIN 2000' OF PROPERTY, SEE MAP FOR
C = 0.35 FOR UNIMPROVED CLEARED AREA I 4 000.00 000.00 863.56 / - / ~ / / / ~ ~ \ \ 24 1.42 1.42 6.40 9.09 18 0.74 9.09 18 1.0[ C.I. N 869.6 i ' \ / _ ~ / / / ~ / \ 25 0.00 3.36 6.40 21.50 24 0.90 21.50 24 1.0[ 1= 5.75 1NrHR ~ C•I. 0 869.35 862.73 000.00 862.95" / i _ - ~ ~ / - - / ~ ~ t so 2a 1.0o z2s6 zo3.7s ~ TIES. NORTH CAROLINA GRID MONUMENT "WHARTON" WAS USED AS A BASE ELEVATION FOR
_ D .DD A / ~ / ~ ~ ~ ~ t 4 Spaces P \ ~ ~~0. REQUIRED VOLUME - (3600 CflAcj x TOTAL DISTURBED AREA I M.H. "P 866.86 000.00 000.00 / --860 /G / / ~ ~ \ / \ ~ TOPOGRAPHIC INFORMATION. INFORMATION FROM PLAT BOOK 123 PAGE 56 WAS USED IN
REQUIRED VOLUME _ (3600 CtiAc) x 1.64 Ac. = 5~4 FP C.I. Q 859.91 A=849.51 E= 849.21 48.91 ~ ~ / ~ _ / / / ~ 1 ~ ~ ~ \ \ ~ ~ sa, M.H. 859.85 000.00 000.00 854.69 ~i w• ~ / P A ~ ,-86 REQUIRED SURFACE AREA = (.O1~PEAK IN FLOW RATE) _ (0.01)x(C)x(I)x(A) ~ / / B~ / / ~ ~ , 5 spaces ~ ~ \\~A ~g60'' J / CONJUNCTION WITH MONUMENT "WHARTON" TO REESTABLISH A GRID BEARING (SEE REBAR
REQUIRED SURFACE AREA = (.Ot) x 0.35 x 5.75 x 3.2 C.I. 'S' 860.04 000.00 000.00 854, 88 ~ ~ / / ~e / / ~ ~ ~ ~ V ~ v ~ ~ ~ ~ ~ ~ \ h \ .00 00.00 1 1 ~ ~ / V ~ \ \ ~ "A"). MONUMENT "GULF" HAS BEEN DESTROYED DUE TO SIDEWALK CONSTRUCTION. UI C N I TY M A P NO SCALE
REQUIRED SURFACE AREA = 0.06 Ac. = 2605 Ft2 Q 1. T 859.95 000.00 000 ~Q / A \ \ V ~1 \ \ \ \ ~ \ \ \ \ \ V _ - _ ~ M.H.\U 865.42 000.00 000.00 00 .00 ~ ~ / ~ ~ 1~ N / ~ / ~
REQUIRED SURFACE AREA - (L x W) 74.90 Ft x 37.45 FI 2805 Ftz 40 / ~ / ~ m \ \ s E.E.S. ~ 861.54 000.00 000.00 8b2. / i ' \V~\ \ PROVIDE SURFACE AREA = (L x W) 80 Ft x 36 Ft = 2880 Fl 000.00 000.00 1858.49 - ~ ~ / / - ' ! / \ \ \ \ \ \ \ \ \ \ \ \ ~ o~ ~ C.I. W 861.74 / a / / ~ i
PROVIDED DEPTH - 3 Ft. / ~ / ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ' ~ \ ~ \ \ \ ' _ C.I. X 861.83 000.00 0 .90 858.38 / ~ / / ~ ~ - / ~ ~ / 15 sd 1 ° - _ ~ ~ \ _ I SITE DATA:
PR VI V = W + L x W 12 x DEPTH .I. Y" 828.10 818. ~ 000.00 8 .91 / / / ~ , ~ es ~ \ ~ 0 DED OL. [((Lroa x Toa) (aoTroM sorroM)) 1 C ~ / f / ~ / V ~ m V AA PROVIDED VOL.= 80 x 36 ( 68 x 24 ) 1 2] x 3 C.I. 'Z 827.98 81 .79 000.00 18.67 / / / ~ / \ ~ sq \
/ / / i- ~ ~ ~ ~ 22 Spaces T \ \ PROVIDED VOL.= 8788 Ft ) / / / / / \ x/ y~ ~ ~ C ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~lV ~ ~A \ v ~ ~ ~ ~ ~ ~ ~ ~ 1 / TOTAL AREA: ~ 17.3587 ACRES ~ v ~ ~ 1 f~ TAX MAP: ACL-431-1-11, 15, 16, 22, & 23
PROVIDEDWEIR WIDTH = 10 Ft ' / / V/ ~ / / ~ -A ~ ~ iA \ \ \ \ \ \ \ \ \ \ ~ ~ ~ \ \ \ \ \ ~ ~ 1 ~ ~ ~ REFERENCE: P.B. 123, PG. 56, LOTS ~ 1-5
NOTES: ~ - 1)PIT SIDE SLOPES TO BE 2HaV ~ II / , / / ~ / / / / A ~ ~?j, \ V A/\~ V~~ I ~ A ~ \ \ , ~ ~ ~ \ ( 1 ~ ZONING: CD-HB
2) DIMENSIONS GNEN ARE TOP DIMENSIONS / / / / VA V A~ ~ ~ / \ \ \ ~ \ \ \ \ \ \ A• A \ ~ \ ~ \ Fv1ENTPtT 1~ / ep. ~ / ~ ,r' ~x ~ ~ ~ , ~ ~ l--t- ~ ~ ~ ~ ~ ~ ~ \ ~ ~ V ~ V~ ~ ~ ~ ~ \ \ I ~ V 3) THREE BAFFLES WILL BE REQUIRED IN EACH SED / / / / \ \ ` ~ ~ a ~ / 23 Spaces/ \ 9so V~\\ \ ' ~ ~ ~ ~ i ~ ~ v SOIL TYPES;
4) CLASS B EROSK)N CONTROL STONE IS TO BE USED TO CONSTRUCT THE OUTLET SPILLWAY II ~ / j ? I \ \ u ~ / \ I 1 s\ \ \ ~ I I I ~ Vu6 - VANCE-URBAN LAND COMPLEX, 2% TO 10% SLOPES.
5 MINIMUM DEPTH REQUIRED C 3.5' / / / _ / EO ` ` 1 ~ ~ / / \ ~ 9~ \ ) II ~ ~ / / 1 v ~ 1 V' - \ ~ ~ ~ ~ 25iSon.o" V I ~ ~ v p \ 6) MAXIMUM HEIGHT IS TO BE 3.5' ABOVE GRADE, TAKEN FROM THE WEIR ELEVATION ~ ~ / / ~ 5 ~ ~ ° 'a~~ \ \ _ -I_ ` ~ \ ~ i ~ ` C18 -CECIL-URBAN LAND COMPLEX, 2% TO 10% SLOPES. I l
/ / / ~ ~ '0 + ` ~ S ~ HARDWARE CLOTH ~ y 7) MINIMUM UW RATl01S TO BE 2:1 II ~ / ~ ~ \ ~ S \ AND GRAVEL INLET V ~ ~ T ~ ~ \ ~ / I r v~ I I i
/ ~ , -ei I 11 N ~ PRDTECnoN STREAM IMPACT S1 ~•4' / ~ ~ ~ TEMPORARY SEDIMENT PIT #3 / ~ ~ ~ ~ ~ \ v V ~ I ' ~ TYPICAI / \ / 11 ~ , \ ( ) T
~ ' I I '.1 ~ 1 ~ 239 LF OF UNIMPOR ANT / \ . TOTAL pISTURBED AREA = 2.57 Ac. If M.H.'U" I / '~eG i 1{~.. ~ 1 ~ + ~ ~ ~ \ ~ MI NT AMT BE PIPED ~ \ - / < I 11 '•`1 1\ ~ ~ INTER TTE STRE 0 ~ I a- - v v L ~ l i V li I ~
TOTAL DRAINAGE AREA 3.86 Ac. / \ J _ / , 1, 11 ` 1 ~ ~ ~ , fi AND FILLED. \ ~ - \ :.Y~ b I b ~ ASPHALT ~ ~ ~ v ~ ~ ~ EROSION CONTROE LEGEND
C = 0.35 FOR UNIMPROVED CLEARED AREA ~ / ~ ~ ` ~ 1 \ - ~ ~ A 1= 5.75 INIHR / / / w 1 1,~1 \ \ \ ` ~ _ \ / „ ~ \ ASPH T~ ~ I ~ `I I I
REQUIRED VOLUME _ (3600 CHAc) x TOTAL DISTURBED AREA ~ ~ N. ~ti~ 0 1 \ ~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ / ~ \ ~ ~ ~ ~ ~ II ~ X X X-TEMPORARY SEDIMENT FENCE
= c - 9252 Ft3 V ~ , ~ ~ ~ 1 V ~ 1 ~ ~ 1 I ~ 1 REQUIRED VOLUME (3600 CflA ) x 2.57 Ac. - _ - 1 / , 1 ~ '1 ~ V 1 A \ \ \ \ \ \ \ V ~ ~ ~ ~ ~ ~ ~ 1 _ - ~ 7 - REQUIRED SURFACE AREA = (.01)(PEAK INFLOW RATE) _ (0.01)x(C)z(I)x(A) / ~ 1 ly ~ ~ ~ ~ t A \ \ \ \ ~ 1-~ - ~ ~ /
1 ~ \ \ / REQUIRED SURFACE AREA= .Ot x 0.35 x 5.75 x 3.66 ~ - ~ I ~ I 1 ~ ~ ` k-- A \ _ _ _ 1~ 1 - I~ , ~ \ V ~ 7~' / \ X I ~ , I I Y~ ~ ~ I \ ~ I ~ CONSTRUCTION ENTRANCE
REQUIRED SURFACE AREA - D.OB Ac. 3384 Ft / I ` ~ ~ ' ,4 1 ~ \ \ \ \ \ \ \ \ , s REQUIRED SURFACE AREA = (L x W) 62.27 Ft x 41.13 Ft 3384 Ft2 ` I 1 1~ ~ I l 1 A ` ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ t I L 1 EIP ~ ~ I~ I \ ~ I
PROVIDE SURFACE AREA - (L x W) 90 FI x 40 Ft 3600 Ft - I~ ~ ~ 1 ~ 1 ~ 1 , ~ • \ _ A ~ - t I ~~IREBAR ~ ~ ~ I ~ i ~ \ ~ I
PROVIDED DEPTH = 3.5 FL - ~ ~ ~ " ~ ~ / _ ~ l ~ EXISfi~~I~.G I I I I ~ TEMPORARY INLET PROTECTION
_ ~ ~ ~ PROVIDED VOL,- L x W +(L x W l 2 x DEPTH ~ II ~ ~ 1 1 S, II \ ~ ~ L ~-!t z2 spaces C III TOP TOP) BOTTOM B01TOM)) ] J ( / ,4.-''. 1 \ 0' \ \ ~ \ \ \ \ \ \ \ \ \ \ / ~~l IJ TIl Y G PROVIDEDVOL.= 90 x 40 ( 76 x 26 ) 1 2J x 3.5 ~ ~ ~A ~I ~ / ~ 1 1 ~ ~ R~._~ \ \ ~oV ~ ~ WETLAND IMPACT W2 ~ ~ / I I I ~ ~ I ~ I I ooo°
v i ~ ~ ~ , vvvvvvvvvvvvvv 1 STORY D.~. PROVIDEDVOL.= 9758 Ft - (~I ~ 1 I ~ , ~ ~ 1 0.080 ACRES OF WETLANDS BUILDING ~ I ~II ~ ~ ~ ~ ~ ~ ~ ~ ~ DISTURBED AREA LIMITS D.I. I ~I ~~i ~ I ~ II ~ I ~
PROVIDED WEIR WID1H 1 Fl I ~ r i / ~ I,, , I TO BE FILLED - 64 6 i ~ ~I ~ ~ ~ \ I ~ 1 ~ ~ TEMPORARY SEDIMENT PIT
NDTES: I \ _ ~ r ~ \ \ \ ~ \ \ \ 28 ,S'Q. ~ T. 1) PIT SIDE SLOPES TO 8E 2H: N II II 1 REBA L"11 , I I 'I A6 ~ ~ . ~ \ 2, Spaces + mm ~ I ~ II
2) DIMENSIONS GNEN ARE TOP DIMENSIONS p I REBAR L-10 REBA I 6 : ~ I / - II L 131.64' 1 } i ~ I ~ / 3) THREE BAFFLES WILL 6E REQUIRED IN EACH SEDIMENTPfi II ~ 5~ ® } •~,1 ~ ~ R K I V ~7 " , . 7
4 CLASS B EROSION CONTROL STONE IS TO BE USED TO CONSTRUCT THE OUTLETSPILLWAY E1~ ` -NS~9 • A8 ^ ` 1 \ to S eces ` I I ' ) C ~ ~ ~ a 1 L ~ ~ ~ ~ ~ ~ ~ ~ P j' ~I'~, I', 7 1 I ~ I ` ~ ~ ® ® TEMPORARY DIVERSION BERM I
5) MINIMUM DEPTH REQUIRED IS 3.5' , '':•i i i:'.Yi i. \ \ 6) MAXIMUM HEIGHT IS TO BE 3.5 ABOVE GRADE, TAKEN FROM THE WEIR ELEVATION c.i.'w' ® x 1, Z. ` \ \ , tr ~ 'E' ' I l \ \ I ~ \ ~ 1
7) MINIMUM LIW RATIO IS TO BE 2:1 M.n.'V I ~ `j rya J 10r~ 1 \ ~ :2>i.~:~:;:. . • 1 \ \ \ \ I / 2$' X 1 X , 100 X 8° ~ ~ ( ~ 7 EIP ) ~ ~ I A ~ s ®v DELINIATION LINE
/ ~ I~ ( w.a- 1 ~ \ ~ \ \ \ ~ ~ ~ I CONSTRUC°TIONENTRANCE \ / / ( \ II P~ \ \ r'.. ION ENTRANCE I~ ~ ~ ! / / ^ ~ I ~ \ PICAL) ~ t ~ (~X ~ / / ~ ~ ~ 1 t ~ ~ \
/ / ~ ~ \ ~ ~I V _ - .g5~ ~ © \ - 1''~~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ \ \ ~ ~ (TYPICAL) / ~ ~ II w 5A ~ I; 1 ,7 Space3 \ ~ d~ 1 8 8 . i A /f 1 l / R \ / / ~ II i
1 25'~ 100 X S' ~I ~ ` ~ 1., 1 ~ ( \ I u ~ I II~ .t ~ ~ ~ 0 CONS'CRU ION ENTRANCE > ~ J\ O \ \ ~ .o ~ ' : - 1 /I I 6 t
TY CAL \ it ~ 06 ~ I / . 1 ! 1 ,s spaces \ I t ~~.~kl / / ~ ~ ~ I i~ ~ ~ i>I ~ / ~
1 ~I - _ - - I , , ~ q45~ \ , - 1~,t 1 A V \ \ STREAM IMPACT S2 I
A / I ~ A 'i 1 fE 5 ~,I ~t ~ TEMP. SEDIMENT ~ n ~ , ~1 ~ ~ c 0.35 T E M PORAY ~E RM CHART NOTE: EXCELSIOR LINER TO BE NORTH AMERICAN ptEEN OR EQUNALENT. 10/2ol2oos 1 J ~ r _ _ _ _ _ _
I ( PIT #3 \ 149 LF OF PERENNIAL STREAM TO BE ~ ',1 _ 1 ~ I A v v ~ / / ~ - - ~ ~ I `1 ~v ~ roP EL. = saD.SD ~ ~ ~ ~ ~ ED Aspr1A T ~ ~ ~ r IAT I m - ~I l~ 1 ~ l / / I 5.75 ' IN1HR NOTE: (MASS CAN WITHSTAND VELOCITIES of b FPS.
\ \ / / ~ ~ I) r _ HARDWARE CLOTH 1 ~ t, 1 WEIR EL. = 839.00 ~ PIPED AND FILL ~ ~ f ~ ~ \ / / / ~ / ~ AND GRAVEL INLET `1 IL BOTTOM EL = 835.50 A ~ I ~ ~ / EIP
\ \ / I z PROTECTION 1 z 3t•~. _ ~ I / ~ / -II \ O 7y .,I ices \ ~ I ~ i w I (E (TYPICAL) ~oc° 9 ~ "12z ~ I~ J ~ 4~ / / NOTE : C=.35 FOR UNIMPROVED CLEARED AREA i NOTE: MAX VELOCITIWITHOUT A LINER PER N.C. EROSION MANNUAL IS 2 FPS. ~
1 `tD s ~ I I ~ II I tJ 1 STOki o C.LA1" ` ` V A / I ~ ~ ; ~ I AsF"ANC I \ REMOVE TOP OF EX. CURB INLET. ~ ~ ~ ~ ~ I ~ '~Ap I PARR ~ ~ T. D / q
/ ~Q~ II II ~ ~t, ~ ~ HERE AND INSTALL INLET PROTECTION \ \ / ~I ) \ i \ ~ f I 1 1 ~ \ ~ A TO COLLECT RUNOFF FROM SEDIMENT ~ X ~ ~ I II ~I C 1 ° ~ - A \ \ \ V PIT ~3. \ \ ~ ~ ~ I ~ j/ N0. AREA SLOPE SIDE SLOPES FLOW (C.F.S.) (FT/seC) (FT.) SHAPE LINER PATTERN SHEAR STRESS SHEAR STRESS
~ II I ~ I asPnA~T / e.~,~~~ ~ \ \ \ ~ ~ v \ \ \ \ ~ ~ A \ ~ I . _ i / a ~ ~ O ~ PARKING I ~ ~ 1EM B~ '~a 16 5 ac s ~ 70.0' - ;7 / l ®~o1,~Q/ / ~e TRAPEZODAL
I 1 , ~ ll I 1 ~ ssr'a2' " SILT v I _ / r l ~ - - ' L i m Mme N P V / ~ ~ ] ] ~ IA.N. 'e' ~ / ~j e ~ ~ / 1 0.52 4.00% 2:1 1.05 1.82 0.24 2' BOTTOM DS75 D 0.610 1.550
_ ° - ~ ~ / / ~ I ~ REBAR \ _ . - REOA ~R T - - - ~ TRAPEZO~AL
I II Cr1 ~ ....vva a~ ~ ~ a.c. EBA A• ' ?I~! ,y~.. ~ II 1111 .2 ' X 100' X / A ALT oa,VC ~ v ~ - !4- e~ c ~;j`~f- ~ t ~ • ® ~ 2 2.03 0.60% 2:1 4.09 1.49 0.77 2' BOTTOM DS75 D 0.290 1.550 I ~ TRAP¢o~aL
/ I ~ 9 . r \ I 5p ~ ~ o I ~ 3 1.86 3.94% 2:1 3.74 2.62 0.48 2' BOTTOM DS75 D 1.170 1.550
1 ~ I Ini m 5 / 1 \ S CAL \ \ / f,~ -~1 / 0 `i ' \ / ~ II ~ C_ONSTIyCTION-ENTRANCE _ I ~ ~ •x / _ I TRAP¢0~4L
/ I s ~ 11°~ (TYPICAL) _ -A ~ 'ss" _ t I ~ m / • > ~ ~ ~ A • o ~ ~ ~ 4 0.52 1.78% 2:1 1.05 1.38 0.31 2' BOTTOM DS75 D 0.340 1.550
~ ^ SILT FENCE . - - \ a77 ~ _-}~cT-' / • - 85a ~ . ~ ~ ~ - ~ ~ ~ ~ ~ I t, riM: A 5 \ I I DEBAR / TRAPEZOOAL
/ ~ l (CAL) 660 i ~ ~ CJ+~4a' ~ ~ 't=, w X A I~ A ~ - s ~ 1 - - - i I REBA ' _ ? - ~ I, t. P R P.BLTT G. ; ~ !I~ ~ A Y , ~ is - J i ,za ~ ~ PP~2 A ~ 5 0.28 8.90% 2:1 0.56 1.94 0.14 2' BOTTOM DS75 D 0.750 1.550
~ ~ cp.. 'c, """7.~ ~n aazc.° ~ I: . '.,,'f~' ~ - / ~ 4~ • ~ ~ d~ A \ ~t r o~ I • - ~ m~ per, :~a / I_ % ~ ti 'I Oyu l i ! ~ T^0 - ~ 9 IV _ ® ~ l i ~ ~ ~ ~ 1 1 ~ i
_ _ - m , w ~ ~ oo. ~ , : i i`0 ~ • • ' ! \ FFE 844.0 e ~ ~ ~ ~ ~ v~
~ I lI ~ / ~ ~ I ~ i / • ~ \ 1 T HARDWARE CLOTH I I ~ I ~ ~ ~ I ~ x V ~ T ( AND GRAVEL INLET • ~ ~ TOTAL DISTURBED AREA = 8.55 ACRES
r I I ~ II e ~ ~ / - - ~ ~ / I \ h;. t _ PROTECTION , r ~ I 3
' / t ~ I I„ ~ ~ ' (TYPICAL) I I _ ~ I ~ ( ~ I A ~ l ~ I I ~ ~ l 1 ~ , I o i~^~, \1~ ~ i~ GRAPHIC SCALE ~ ~ i ~ 1
, , ' 1~ eSA ' / /FFE= 37.25 / ~ ~ J II ~ n \ • t` ~ ~ ~ ~ ~ I
i I WETLAND IMPACT W1 ~ ~ ~ I so 0 3o so Izo 2ao
• I~ ~ ~ i u ~ 854.00 ~ / { ~ / ~ - ' m I • putt cn T PAGE ~ \ ~ ! - - t ! i ~ I / ~ / ( i 13 , 1 O ~ / I J PST PUT MA ATION) I ' I L , I , I . 1 • o I 0.017 ACRES OF WETLANDS ~ ~ J o~ TO BE FILLED \ f ~
i I ~ ,I ~ N \ s ~T 14 ~ ~ ~ ` ` ~ ~ f (IN FEET )
By HARDWARE CLOTH 16 / ! / i ~ 4 I \J° f`-~'~ ~ 1 inch = 60 It.
I \ m AND GRAVEL INLET j s~ I ~ ~ ~ I - ~ •I L II CPROTECTION T~ ~ \ ~
j 1 I ~ TYPICAL / / ~ i I' O IH - I j ~ / . ~ / I ~ ) ~ ~ ~ - • ~ , ~ EXCELSIOR LINER STAPLE PATTERN PROJECT TITLE:
I r ~p ~ I • STONE WEIR V~'~ ~ - - I / II I ~ I OUTLET IN SILT 1 ~ 11 ,ti ~ I / / ~ I, I FENCE (TYPICAL) II \`Ip t1 ~ EXCELSIOR LINER TO BE NORTH AMERICAN GREEN OR EQUIVALENT. 12O WIND ROAD BC 3800 NORTH CHURCH STREET
- ~ MOREHEAD TOWNSHIP GUILFORD COUNTY
) I :850.00 / I ~ 1 „ x ~ ~ 1 " T FFE _ _'I ~ / ~ N ® I I _ ~ V ~ 2, ~ GREENSBORO, NORTH CAROLINA
I / ~ L / ~ x ~ ~ k~ ~ ~ / I I i ; ~ / ~ / ~ ~ / ' \ ~ ~ ~ X X X 4'
LEGEND : I ~ roh i 1 ~ ~ ~ 7 • ~ ~ i o h ~ ~ \ ~ ~ 20" ~ ~ APPLICANT/OWNER/OPERATOR:
0 -EXISTING IRON PIPE ~ ~ ~ / , ~ / ~ / ~ _ - uu J ~ ~ ~ _ _ _ x x x KOTIS PROPERTIES
e -NEW IRON PIPE II R ~ / / a • \ ¦ - EX1STiNG CONCRETE MONUMENT ( ~ ~ / ~ ~ ! _ - _ 1500 MILL STREET, SUITE 105 . , aR 'A" GREENSBORQ NC 27408
a35 ~g~ ~ ~ e -COMPUTED POINT I / ~ ! / - hry ~ ~ ~ ~ -UTILITY POLE ~ / / - / v \ ~ 2
1 ~ ~ / / i ~ ~ s~ ~ - OVERHEAD UTILITY ~ II ~ / ~ 19 ro 2 _ ° ~ NORTH - PHONE: [phone] FAX: [phone] - i ~
? TELEPHONE PEDESTAL 1 / ads aA7.5 ew ~ _e35- ~ p - _ I-- 7a ° ° ~ / 0 FIBEROPTIC MARKER ~ II ~ _ / / ® • • _ ~.c~ ° - I AMERICAN - CIVIL ENGINEER:
R/W -RIGHT OF WAY 1 II I - - -as - / / ~ / i ~ 25 L..X-- X IP - I ~ / DB -DEED BOOK N.C.G.S. MONUMENT "WHARTON" '-N89'09'S4'W I ~ / / I ~ L,Y ~ - I ~ WINDR _ _ / ~ _ I ~ GREEN
PB -PLAT BOOK N.A.D. 63 GRID COORDINATES 1 1450.30' (TIE) II I j ~ - _ ~ ~ ~ _ _ ° I ~ / - ` ®0`60BIIIIIOde
PG -PAGE ~=es7sa4.eozT ~ ~ ~ aa7.5o ea7.5D ~ $ ® / - E 1,765,431.0162' ~ ~ I y"- I - - _ ' 1 v. _,G....-- ° 0 - FIBEROPTIC 80X N.A.V.O. ~9 ELEVATION=886.776' ~ - 4g~~' ~ ° " ~ ° / - ' B.C. / ~ \ ~ ~ 3.5 STAPLES PER SO YD b ~ ~ EVANS ENGINEERING, INC. ®0'~~ C0p'RO,''se
RCP -REINFORCED CONCRETE PIPE 1 1 MDT To scaLE) ~ ~ a ~ \ ° . ~ 1 ° _ - - ~ / ~ \ ~ ~ ~ MH -MANHOLE ~ 1 / ~ I I WIND RbAD . L, \ " ~ , 4609 DUNDAS DRIVE °R`°e° •~EaSI °°0e s I ~ 14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47711 GREENSBORO, NORTH CAROLINA 27407 e O ~
- EXISTING FIRE HYDRANT ~ II ° ~ / i ° ~ c. 2 - \ \ ~ \ \ TEMP. SE! TEMP. SEDIMENT USA i-800-772-2040 CANADA 1-800-448-2040 PHONE: [phone] FAX: [phone] Q'
yY° \ ` _ _ I P.K. NAIL I ~ I I _ j~•l~ % ~ - - - - - - _ TEMP. SEDIMENT \ ~ - ~ _ \ ~ - PIT ~ D -MAIL BOX L I ~ _ / ~ r _ - PIT #1 \ . _ ~ TOP EL = PIT #2 " TOP EL = 833.50 I ~ ti q
MB I \ ' ~ ~ / / ~ ~ TOP EL. = 830.50 ~ , - . , N ~ ( < WEIR EL = -WATER METER I \ II I J __.i~ ~ ~ ~ ~ ~ ~ BOWTTIOM El- 9 825.50 \ N\ I BOTTOM EL WEIR EL = 832.00 ~ [r 7i i 97~J i \ BOTTOM EL = 829.00 ' 1 ( ' ~ ` ~ ~'Z7 ®t e
•y C / E%CAVATED SOIL TO BE \ - -GUY WIRE I ~ mII ~ B ~ ~ SIDE~oF SWAIO,EN LOWER f V
\ 1 \ -WOOD RAIL FENCE ~ I I V 1, A \ \ V ~ I ~ A 1 ~ i ' ) ~ I 1 I , I I I ` `4 PROJECT: 250-56 DRAWN BY DF p®~j +0e°+eas+e++" ~r ~ / ~ I ~ H:\DRANINGS\KOTIS\NORTH CHURCH\N CHURCH DESIGN BY: DF ~,b®ba
LEGEND: STREET DWO SDBAIITTAL 2.O.DWG 6p b
OVERLAND SHEET DESCRIPTION: ~
FLOW
EIP EXISTING IRON PIPE EXISTING GRADE D, UTILITY NOTICE ExlsnNC cRnDE SEDIMENTATION & EROSION
N.C.G.S. NORTH CAROLINA GEODETIC SURVEY UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD CONTROL PLAN
R /W RIGHT OF WAY 3F W , THE UNDERGROUND UTILITIES SHC DB DEED BOOK y` °o < ti SURVEY INFORMATION, RECORDED V, RECORDED EASEMENTS, AND EXISTING DRAWINGS. SCALE: 1"= 60' DATE OCTOBER 26, 2009
PB PLAT BOOK THE SURVEYOR MAKES NO GUAR/ ES NO GUARANTEES THAT THE UNDERGROUND OWNER: REVISIONS: 3-2-10 SHEET NO.:
PG PAGE UTILITIES SHOWN ARE IN THE EX/ E IN THE EXACT LOCATION INDICATED ALTHOUGH HE KOTIS PROPERTIES 4-26-10 Q
EX. EXISTING 2' B01TOM DOES CERTIFY THAT THEY ARE L! THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM 1500 MILL STREET, SUITE 1.05 U
BLDG. BUILDING TEMPORARY DNER l BERM DETAIL THE INFORMATION AVAILABLE. Tf VAILABLE. THE SURVEYOR HAS NOT PHYSICALLY GREENSBORO, NC 27408 9
PROP. PROPOSED Nor ro scuE LOCATED UNDERGROUND UTILITIES UND UTILITIES. PHONE: [phone]

TEMPORARY SEEDING SEEDING SPECIFICATIONS
CON`. CONSTRUCTION NOTES CITY OF GREENSBORO - SOIL EROSION CONTROL SECTION
DEFINITION OL°fIN/DON GRAYECEO AREA 1D BE LOCATED AT POINTS {ttffRE Y£HICLES £NTE4 AND EEAYE A CONSIRUCDON ATE PURPDSE. 7D PRONDE A BI/PfER AREA NHERE YENIGYES CAN DRDP IHE1R MUO AND SL'D/MENT TO AKYD 7RAA5°Q4)1NG /7 GWTO PUHIIC EXCAVATED SOIL TO Bf 1. EROSION CONTROL MEASURES ARE TO BE MAINTAINED BY THE OWNER
ROADS 70 CCIV7RO! ERDADYJ EAOM AIRFACE' RUNL~'F, AND TD HEZP CON1RlX DUST BERMED UP ON LOWER 1. EROSION SIDE OF SWALE UNTIL GF Seeding disturbed areas with annual grasses or legumes to provide temporary ground CONDTB(x/4 TD BEUA'DNNEREYERTRAFF/CNKL ~LEAMN~A~ws~DDDw,,.~~-A~MD~NDD~DnY~~APU~,DRDAD~ UNTIL GROUND COVER HAS BEEN WELL ESTABLISHED. DISTURBED AREA Apply 4000 lbs. agricultural limestone per acre.
DINER PAYED OFF-S?TE AREA. CGY?STRUCAL4V PANS 9JIX/(D UM/T IBAfT1C 70 PRD°tF(Y CbXS/RUC7E0 ENTRANCES MUST BE cover to lessen soil erosion. MUST BE STABILIZED WITHIN ANY PHASE OF GRADING. Apply 1000 lbs. 10-10-10 fertilizer per acre for grass seeding. Lime and fertilizer are to be disked into the soil surface to a minimum depth of 4 inches.
DE'AGNA. AGGREGATE AZE -USE 1-J /Npi WASHED S7ONf, N1TH CEO-TEX LINER OVERLAND FLaw 2. THE APP 2. THE APPROVED COVER AND WATER CONTROL PLAN MAY BE AND WILL
DlMENADNS ~ GRAVEI PAD - 7H/CNNESS = B /NCJkS M/NGMUM - BE REVI`. PURPOSE N1DTH = 25 FDOT M/NaIUM ~ fU11 IeDTN AT ALL PLkNTS OF THE YE7pC(/LAR ENTRANCE" IXISiMG GRADE ~ D~ CONSER~ BE REVISED DURING CONSTRUCTION WHEN IN THE OPINION OF THE Late Winter -Early Spring CONSERVATION ENGINEERS OR INSPECTORS THAT ADDI110NAL MEASURES
AND Ex7ST AREA, XH/CHEYER lS R7EATEF CENGTH = 100 fO1OT M1N/MUM IpA/ CEO-7EX LINER E%ISTING GRADE FOR THE FOR THE PREVENTION OF SIOL LOSS ARE NECESSARY. A: Grass:
cut and fill slo es that cannot be seeded with ermanent LGU"ATTDN - EDCATE L>;WSTRTlGT/QV ENIRANCE5 AND EbB75 TD uMTTSEO/MavrFm~r To temporarily stabilize graded p p [EAYTNCTHEATEANDTOPRDNDEFDRMAA7MUMU7IVTYBYA/1CLwS7XUC- 1KM' 4£H/C1ES AtRxD STEEP A?ADES AND ENTRANCES A7 CURYES IN PUBETC ?,S, 3 r W (1) Toll Fescue - 150 lbs. per acre. B. Grass -Legume Mixture
g ~o , ry ve etation within thirty days after completion. R°"°S ~W A7F CpYO/DQYS MAY REGYIIRE YAR/AHq/S FRAM THE3'E DE37GN CWNER/A YAPoAHGIYS INLL BE DETFRMTNED A4 APPRDYfD (1) Toll Fescue - 100 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs. per
BY THE APPROPRIATE 4YLY £ROAGrI CDNIRIX AUTHD%TY. GENERAL PLAN NOTES acre. (2) Tall Fesue - 100 lbs. per acre plus Crownvetch - 25 lbs. per acre.
To temporarily stabilize graded areas of bare soil where permanent vegetative cover is r BOTTOM 1. SOIL ERO'
not needed or where grading has not been completed and permanent seeding well be GRADING 1. SOIL EROSION CONTROL DEVICES MUST BE INSTALLED INITIALLY AFTER THE GRADING PERMIT IS ISSUED AND ROUGH GRADING STARTS. PLANNING AND Early Spring -Late Spring
done later. TEMPORARY DNERSION BERM DETAIL DEVELOPa ~oPa Nor ro scALE AND COM DEVELOPMENT STAFF WILL CHECK THESE DEVICES FOR PROPER INSTALLATION A. Grass:
AND COMPLIANCE WITH THIS PLAN. A "CERTIFICATE OF PERFORMANCE" WILL (t) TAII Fescue - 150 lbs. per acre
CONDITIONS WHERE PRACTICE APPLIES JAG BE ISSUEI Q G~~, ~ DIVI I N BE ISSUED. THIS CERTIFICATE MUST BE BROUGHT TO OUR INSPECTIONS (2) Tall Fescue - 100 lbs. per acre plus Weeping Lovegrass - 5 lbs. per acre. DIVISION BEFORE A BUILDING PERMIT WILL BE ISSUED. B. Grass -Legume Mixture
Where bare soil has been exposed by grading, and vegetative cover is needed for one ~2 p- X C E LS I 0 R LINER STAPLE PATTERN (1) Tall Fescue - 100 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs. per
E R em Ora sediment and diversions, soil ° ~ 2. ALL E o~ year or less. May include such areas as t p ry p a THE APPf 2. ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED IN ACCORDANCE WITH acre.
ildin ads rou h- railed road banks etc. It is also used to provide a stockpiles, bu g p g g `~a~, EXCELSIOR LINER TO BE NORTH AMERICAN GREEN OR EQUIVALENT. BEFORE THE APPROVED PLANS AND SPECIFICATIONS. ANY CHANGES ARE TO BE APPROVED BEFORE CONSTRUCTION BY CITY OF GREENSBORO PLANNING AND DEVELOPMENT, Summer
temporary perimeter buffer. P J,~`~ OFFICE 01 OFFICE OF SOIL SCIENTIST. ADDITIONAL DEVICES WILL BE REQUIRED IF NECESSARY. A. Gross:
8" Fo (1) Tall Fescue - 150 lbs. per acre plus Weeping Lovegrass - 5 lbs. per acre.
MIN a^ 3. IF FILL M PREPARATION MATERIAL 3. IF FILL MATERIALS ARE BEING BROUGHT ONTO THIS PROPERTY OR IF WASTE (2) Weeping Lovegrass - 5 lbs. per acre plus Browntop Millett or Sorghum-Sudan MATERIALS ARE TAKEN FROM THIS PROJECT, THIS INFORMATION MUST BE DISCLOSED Hybrids - 50 lbs. per acre.
~ , ° 2' AND SHO AND SHOWN ON THE EROSION CONTROL AND GRADING PLAN. BORROW AREAS AND B. Grass-Legume Mixture
Pre are seedbed b ri in ,chiseling, harrowing, or plowing to depth of at least six GoP~P~~ a~ ~ DUMP SI1 p Y pp 9 as DUMP SITES ARE CONSIDERED TO BE PART OF THIS PROJECT. (1) Weeping Lovegrass - 5 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs. per acre.
inches so as to roduce a loose, friable surface. Incorporate 750-1,000 pounds 10-10- ry- P~ ti~ 4 X X X 4. UNDER THE CITY OF GREENSBORO SOIL EROSION AND SEDIMENTATION CONTROL
10 fertilizer and u to two tons of dolomitic lime er acre Note: Lime may not be needed ~ 4. UNDER TI P p ~ 20 ORDINAN( ORDINANCE (SECTION 19); AGENTS, OFFICIALS, OR OTHER QUALIFIED PERSONS ARE Late Summer -Early Winter
if a soil test indicates a pH of 6.5 or higher). Mulching is required according to the same ~~o= AUTHORI~ AUTHORIZED TO PERIODICALLY INSPECT THE SITES OF LAND-DISTURBING A. cross:
specifications as for permanent seeding unless waived by Soil Scientist. Select seeding X X X ACTIVITIES ACTIVITIES. OBSTRUCTING, HAMPERING OR INTERFERING WITH SUCH INSPECTIONS (1) Tall Fescue - 150 lbs. per acre. 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.
in atesfromTable 12. CONSTRUCTION ENTRANCE DETAIL CARRIES mixture and best plant g d NTS PENALTY PENALTY REQUIRES NO PRIOR NOTICE. B. Gross-Legume Mixture (1) Tall Fescue - 100 lbs. per acre plus Serecia Lespedeza (unscarified} - 60 lbs. per acre.
NO7F
!N ADarnav n~/s TEMPDRARr GRAY£C ENmANCr ~ 5. IN AN EF TABLE 12 REZrrcE/MPACra'smE£rrz~iNCreEt~'cn~ N ~ R ~ ~ SHALL N( 5. IN AN EFFORT TO MINIMIZE EROSION AND EXPOSURE TIME, EASEMENT AREAS (2) Toll Fescue - 100 lbs. per acre plus Crownvetch - 25 lbs. per acre SHALL NOT BE GRUBBED OR GRADED UNTIL UTILITIES ARE READY TO BE INSTALLED. (3) Toll Fescue - 75 lbs. per acre plus Annual Ryegrain - 25 lbs. per acre plus
,A/CY 1, T99L [YTY ~ CREEN.SBpPO ARD/NANCE SECT. D 16-?7. STREET fLUAITNG FEES: ALSO, TH ALSO, THE IMMEDIATE SEEDING OF DISTURBED EASEMENT AREAS AFTER UTILITIES Serecia Lespedeza (unscarified) - 60 lbs. per acre.
A E R I C A N ARE INST TEMPORARY SEEDINGS ARE INSTALLED WILL ELIMINATE MANY PROBLEMS. EASEMENT AREAS WHICH CROSS After seeding, the area is to be rolled or cultipocked to insure that the seed is pressed
OR ARE. GREEN OR ARE ADJACENT TO WATERCOURCES SHOULD RECEIVE SPECIAL CONSIDERATION. into contort with soil surface. All seeded areas are to be mulched with straw mulch at the rate of 3000 lbs. per acre (approx. 100 boles per acre).
SEEDING MIXTURE SEEDING RATE (LBIACRE) PLANTING DATE: 6. NO LAND 6. NO LAND-DISTURBING ACTIVITY SHALL BE PERMITTED IN PROXIMITY TO A LAKE OR
NATURAL 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.
R e Grain and 120 lbs. Jan.1-May 1 THE wATi Y 3.5 STAPLES PER SO YD THE TWEI THE WATER BODY OF SUFFICIENT WIDTH TO CONFINE VISIBLE SILTATION WITHIN THE TWENTY-FIVE PERCENT OF THE BUFFER ZONE NEAREST THE LAND-DISTURBING The above seeding recommendations and rates have been prepared for selection of o
Kobe Lespedeza 50 lbs. ACTIVITY. ACTIVITY. vegetative cover suitable for soil erosion control in the Greensboro area.
German Millet or 40-50 lbs. May 1-Aug. 15 Area soil types, climatic conditions, seed availability and individual plant
Sudan Grass 14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47711 7. IF AN EX 7. IF AN EXISTING POND IS DESIGNATED AS A PERMANENT WATER QUALITY POND, ALL characteristics are all token into account in the above recommendations. Due to density, SEDIMENT DEPOSITED IN IT DUE TO CONSTRUCTION MUST BE REMOVED WHEN THE uniformity and textural quality reasons, the above selecions are not recommended for lawn
Rye (Grain) 120 lbs. Aug. 15 -Dec. 30 USA 1-800-772-2040 CANADA 1-800-448-2040 SEDIMENT SITE HAS BEEN STABILIZED. THE POND MUST BE CLEANED OUT BEFORE THE
ma substitute cats SITE HAS Y GRADING before Oct.1 or wheat GRADING PERMIT IS FINALIZED.
from Oct. 1-Nov. 15) CONSTRUCTION NOTES
EROSION CONTROL MEASURES ARE TO BE MAINTAINED BY THE OWNER
CONSTRUCTION SE~1 UENCE & NARRATIVE UNTIL GROUND COVER HAS BEEN WELL ESTABLISHED. DISTURBED AREA
1. OBTAIN PLAN APPROVAL AND GRADING PERMIT AT A SCHEDULED PRE- CONSTRUCTION CONFERENCE FENCE MUST BE STABILIZED WITHIN ANY PHASE OF GRADING.
METAL FENCE POST WITH CITY OF GREENSBORO EROSION CONTROL INSPECTOR, CONTRACTOR RESPONSIBLE FOR EROSION )SION THE APPROVED COVER AND WATER CONTROL PLAN MAY 8E AND WILL
CONTROL, ENGINEER AND OWNER. BE REVISED DURING CONSTRUCTION WHEN IN THE OPINION OF THE
l4 GAUGE MINIMUM 2. INSTALL STONE CONSTRUCTION ENTRANCES WITH GEOTEXTILE UNDERLINER. CONSERVATION ENGINEERS OR INSPECTORS THAT ADDITIONAL MEASURES FOR THE PREVENTION OF SIOL LOSS ARE NECESSARY.
HOG W/RE (OPTIONAL) 3. INSTALL SILT FENCE AND STONE WEIR OUTLETS IN SILT FENCE AS SHOWN ON PLAN.
1 4. CLEAR AND GRUB SITE ONLY WHERE EROSION CONTROL MEASURES ARE TO BE EROSION CONTROL FABR C
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 NOTE: ANY DISTURBED AREAS LEFT FOR MORE
I 6. CLEAR AND GRUB THE REMAINDER OF THE SITE.
~ NO. 4 WASHED STONE ~ 7. MAINTAIN ALL PREVIOUSLY INSTALLED EROSION CONTROL DEVICES. REPAIR SILT FENCE WHERE NOTE: _ - THAN 21 CALENDAR DAYS SHALE BE SEEDED.
1. AI_L CONSTRUCTION TO BE TO THE CITY OF N ~ I 1=III. NECESSARY, AND CLEAN SILT OUT OF SEDIMENT PITS WHEN NECESSARY. PERMANENT GROUND COVER SHADE BE
GREENSBORO STANDARDS AND SPECIFICATIONS. FILL SLOPE - _ _ .II I I (-III-I 8. ONCE SITE IS CLEARED AND GRUBBED, BUILD BUILDING PAD AND PARKING LOT GRADES. ESTABEISHED ON AFL DISTURBED AREAS
2. CONTRACTOR TO VERIFY DEPTH AND LOCATION a -III-) I (-I (I-III- CONSTRUCT GRADES AROUND SEDIMENT PIT #1 AND #3. il- - - - - OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. ~ _ - _ =I I=III=) ARE BUILT INSTALL STORM DRAINAGE AND INLET UPON COMPLETION OF CONSTRUCTION
. ~-III-I I ( III I 9. ONCE BUILDING AND PARKING LOT GRADES , 3. CONTRACTOR TO COMPLY WITH THE NEW =III-II I=111=111=111=111® PROTECTION AT STORM STRUCTURES AS SHOWN ON PLANS. WITHIN 21 CALENDAR DAYS.
O.S.H.A. REGULATIONS CONCERNING TRENCHING o
IN TALLATION OF UTILITIES. `0 10. STABILIZE SITE. PREMANENT GROUND COVER IS TO BE ESTABLISHED ON ALL RESULTING BARE FOR S MENT
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
0 6 INSTALL SILT FENCE ON THE UPSTREAM END OF BIOCELL #1, BIOCELL #2, AND POND #1 IN ORDER RDER
I TO KEEP ANY SEDIMENT FROM ENTERING DEVICES UNTIL THE SITE IS PERMANENTLY AND ADE UATELY STABILIZED. CONTRACTOR TO ENSURE NO SEDIMENT REMAINS IN PONDS OR BIOCELLS Q ELLS C TY OF GREENSBORO
UPON COMPLETION OF CONSTRUCTION.
11. ONCE PARKING LOTS HAVE BEEN PAVED, CLEAN OUT ANY SEDIMENT THAT MAY HAVE BEFORE BEGINNING ANY UTILITY OR GRADING
ACCUMULATED IN BIOCELL 1, BIOCELL #2, AND WET DETENTION POND #1. RESTORE THESE BMP IMP WORK WITHIN DEDICATED UTILITY OR STREET
DEVICES TO ORIGINAL DESIGN VOLUME. RIGHT - OF -WAYS CONTACT ENGINEERING
12. AFTER SITE IS STABILIZED, REMOVE REMAINING TEMPORARY EROSION CONTROL DEVICES AND SPOT ;POT DIVISION C~ 373-2302
SEED/MULCH ALL RESULTING BARE AREAS. NOTES:
Table 6.10a Seeding mixture MAXIMUM PLACEMENT OF POST US/NG HOG WIRE WITH APPROVED EROSION
Temporary Seeding Species Rate (Ibfacre)
Recommendations for Late CONTROL FABRICS TO BE 8 FEEL Rye (grain) 120
Winter and Early Spring Annual lespedeza Kobe in P R u EROSION ' . ( MAXIMUM PLACEMENT OF POST WITHOUT HOG WIRE USLNG A P 0 ED M~.~
Piedmont and Coastal Plain, CONTROL FABRICS TO BE 6 FEET APART, t~t~i Baffle Korean in Mountains} 50 , { ) . F `
OWNER:
POST METAL 7-POST 5 FEET OR 6 FEET LN HEIGHT DEPENDING ON FILL :~.:r;~~ ' [~.Y , Omit annual lespedeza when duration of temporary cover is not to SLOPE ~,~,4 ° „,n.. KOTIS PROPERTIES
extend beyond June. FABRIC 36 INCHES IN WIDTH (MUST MEET ENGINEERS SPECIFICA7/ONS :6 Earthen _ 1500 MILL STREET, SUITE 105 12° MIN OF NCDOT #5 S.D' GREENSBORO, NC 27405
F R SlON CONTROL . ~ Embmlkmen+ ~ Ar ,~r~,'r•„ Seedi dates 0 ERO ) , : _ OR #57 WASHED STONE MIN. PHONE: [phone]
Mountains-Above 2500 feet: Feb. 15 -May 15 STONE N0. 4 WASHED STONE TO BE PLACED 12 INCHES DEEP AT SILT
Below 2500 feet: Feb.1-May 1 FENCE ° 3600 CU. FT. ACRE ~ °
Piedmont-Jan.1- Ma 1 ~ ~ L Y MAXIMUM DRAINAGE AREA = 1/4 ACRE PER 100 FT OF FENCE FOR 29 OR LESS SLOPE. ° A.~»,- , Coastal Plain-Dec.1-Apr. 15 ~ .,~t ° °o~°` ° a ~i ~
'~:-r ° ° °
n m ,l V'.. t. , Soil ame d ents ~ 0~ G' E ~ e~ ® ~ ® t~~_ ti, ~ ° PROJECT TITLE: °
Follow recommendations of soil tests or apply 2,000 Iblaae ground ~ ; : fi'~ ~ ~ l„ , srD. No. REV. ~ ~ f - a ricultural limestone and 750 Iblaae 10-10-10 fertil¢er. - h - . t - g STANDARD SlL T FENCE DETAIL ~ ° °a8~ ° 120 WIND ROAD & 3800 NORTH CHURCH STREET
4,3~ DEC 2006 - . ~ , ~n~ FLTER FABRIC FLTER FABRIC
Mulch 3•,~~;, ~a~h..~=~ ~ ~ ~ Inlet lone MOREHEAD TOWNSHIP GUILFORD COUNTY
Apply 4,000 Ib/acre straw. Anchor straw b tadti with as halt, netti ' ~ oatle+, tins: ; , , ~ y ~ p I ri ra ` ,,Y ,~w ;i~~^~+?~'~,~,°~-~~ 35 b of wrfaee area or a mulch anchoring tool. A disk with blades set Hearty straight can be 5~ 'Y TP ~ GREENSBORO, NORTH CAROLINA
used as a mulch anchonn tool. 1 t ~ ' s:~ ~ CROSS SECTION
fr.'~~-`, tY' ..^`',`s Flrs4Chwnber ° Maintenance r ' ~ ` NTS APPLICANT/OWNER/OPERATOR:
. ,*'``q~rF~^' n ~ r ~~z~, ~~25~ of Surfou ores Refertilize'rf growth is not fully adequate, Reseed, refertilize and mulch t ~,"<'~r ;~~r''~=~~ ~ , T r'~-.-~°x } ~ b ` KOTIS PROPERTIES
immediatelyfollowi erosiarorotherdam~. `.°y,.;~_~°~~~ .~„,g u°'~=~~~-~ n9 second chamber 1500 MILL STREET, SUITE 105 GREENSBORO, NC 27408
Table 6.1 .,.,f . , y~ ~at~~t~~?n„•~ 25%af surface areo Ob Seedtn mixture ~ . a...~. PHONE: [phone] FAX:[phone]
Tem Ora Seedin S 'es Rate Iblaae ~ ~ ~ n2 ~ > ~ A~rN, L.
1e8.10c m' r ~ y k outletz~ne Tab Seeding nttu e m 40 ~ i';~~~-~ Reeom endations for German millet r, , s;~;, • ~a ~ 15X of surface orw DeslcN CIVIL ENGINEER: SETTLED TOP
Temporary Seeding Species Rate (Iblaae) t ~ ~ .r ~ . ~ ~ - Summ®r rn~ °x'`r.. H r A`a;'"'"~ 120 °~f_~:x~..,:,.cwo~„'„~;`k ~:~.;s?r,..~ >im,-y_zB~i?ty?.. ti~v~°
Recommendations for Fall Rye (grin} In the Piedmont and Mountains, asmall-stemmed Sudan rass ma be ~ :_~-F:.,r:~~' 9 Y EVANS ENGINEERING, INC.
substituted at a rate of 50 Iblaae. Seeding dates OVERFILL 6' 4609 DUNDAS DRIVE
Mountains-Au .15 -Dec. 15 Support rope Support post, 9 Seeding dates FOR SETTLEMENT N o ,,°~,g~ GREENSBORO, NORTH CAROLINA 27407
ee 30 to were to pre- 24"it>ta bottom Stake to support Coastal Plain and Piedmont-Aug.15 D Mountains-May 15 -Aug. 15 vent sayging ar side wire PHONE: [phone] FAX: [phone] ° ~ o
Piedmont-May 1-Aug. 15 it m n m nts 1~ So a e d e Coastal Plain--Apr. f5-Aug. 15 10'0 EMERGENCY
Follow soil tests or apply 2,000 Iblaae ground agricultural limestone °i~p°,~ ~ ~2:1 SIDE BY-PASS o SLOPE MAX. 6' BELOW
and 1,000 Ib/acre 10-1(}-10 fertilizer. So10 amendments o Vo p p o , SETTLED TOP FILTER o o OF DAM PROJECT: 250-58 DRAWN BY: DF
Follow recommendations of soil tests or apply 2,000 Iblaae ground ~ ' Mulch FABRIC Q ~ ° `1;1 $IpE SLOPE ~ H:\DRAWINGS\KO11S\NGRTH CHURCH\N CHURCH DESIGN BY: DF MAX. NATURAL STREET DWa SUBIAITTAL 20.DWG
agri~ltural limestone and 7501b1aae 10-10-10 fertilizer, ~ s .:,L. ~ - - ~ AppIy4,0001blacrestrow. Anchor straw by tacking with asphalt, netting, os4, GROUND P''^ SHEET DESCRIPTION:
or a mulch anchoring toil. A disk with blades set nearN straight can f~
Munn used as a mulch anchoring tool. Apply 4000lblacrestraw. Anchor straw bytacking with asphalt, netting,
Ccir mesh or similar, stapled or MN. DETAIL SHEET
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. TEMP. SEDIMENT TRAP DATE: OCTOBER 26, 2009
Nacre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Maintenance POROUS BAFFLE I N R 0 C K DAM SEDIMENT P I T NTS REVISIONS: 3-2-10 SHEET NO.:
Refertilize if growth is not fully adequate. Reseed, refer6lize end mulch Coastal Plain) or Korean (Mountains) lespedeza in late February or 4-26-10 9
early March. immediately folk Mng erosion or other damage. DETAIL
9
SCALE: NOT TO SCALE