20091112 Ver 1_More Info Received_20100304

EVANS ENGINEERING, INC.
ENGINEERS, PLANNERS, SURVEYORS
4609 DUNDAS DRIVE
GREENSBORO, NORTH CAROLINA 27407
PHONE: [phone] FAX: [phone]
DATE: 3- 3 -10
A.M.
CLIENT: -r- -'-?? ' P.M.
PROJECT: 5$ MAR 4 2010
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
TO: NG j.?? N le- Ul?Tp Qu?u r? SSf6721VIV ; l.Uf IIAN4.s l?Dl (1-41L r- 1,rA C4 MI/
16,50 Mic 6fiwia (ff-Alm • AlvewI NC 27694 - AKO. GINjr
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TO BE DELIVERED [ ] TO BE MAILED [ ?J TO BE PICKED UP [ ]
WORLDWIDE EXPRESS [ ] FEDERAL EXPRESS [ ]
COMMENTS:
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WDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
CERTIFIED MAIL: 7008 1140 0003 8505 5959
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:
January 21, 2010
DWQ# 09-1112
Guilford County
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 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. Response Item #8 in the letter dated December 14, 2009 from Evans Engineering, Inc. indicates
that temporary coffer dams will not be used for this project. Please indicate in a response and
on revised plans how the project will comply with Condition #6 of GC3705 which requires all
work to be done "in the dry".
2. Please provide a BMP Supplement Form for each proposed best management practice that will be
used on the site (including both worksheets, Design Summary and Required Items Checklist), as
well as all of the required items. The BMP Supplement Forms are available on the DWQ web site
at: http://portal.ncdenr.org/web/wq/ws/su/bmp-manual. After the DWQ has received this
information, a more thorough technical review of the design will be performed.
3. Please place all BMPs within recorded drainage easements.
4. Please address the following issues with the wet detention pond design:
North Carolina Division of Water Quality, Winston-Salem Regional Office
Location: 585 Waughtown St. Winston-Salem, North Carolina 27107
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarolina
Natmally
William Kotis
DWQ# 09-1112
January 21, 2010
Page 2 of 2
a. The discharge from the pond must be evenly distributed across a vegetated filter strip with a
minimum of 30 feet in width unless it is designed to remove 90% of TSS.
b. The DWQ recommends the use of a submerged outlet configuration as shown in Figure 10-4
of the BMP Manual.
c. The average depth of the pond (including the side slopes) must be a minimum of three feet.
It appears that this pond may not meet that criterion.
d. Please provide a planting plan for the vegetated shelf.
5. For the bioretention cells, please specify a year round grass species (such as fescue or bluegrass
sod) rather than the herbaceous species you have specified.
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
Permit Number:
• (to be provided by DWQ)
O?O? W A TE9oG
h
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 111) must be printed, filled out and submitted along with all of the required information.
I.'PRWECT 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.
H. 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 in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,321.0 fill
Volume provided 4,003.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
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 ft
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 in/hr
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 If. 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 distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
830.50 fmsl
Y (Y or N) OK
(Y or N)
829.75 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
827.5 fmsl
2.25 ft
0.33 ft
Y (Y or N)
10 OK
10 OK
1ft
826.17 fmsl
824.17 fmsl
2ft OK
N (Y or N)
fmsl
829.75 ft
0
0
3 OK
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.

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
OK
Parts I and II. Design Summary, Page 2 of 2
'r
Permit No:
(to be assigned by DWQ)
IU. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials
VIF
LF
r)
Pagel Plan
Sheet No.
2`
7
7
N/A
lireL,FC.LfZAtIJ
F-rra: C' i.. tr yes 6
I VIA
6 fz. M s °- _- C. .1- & t. 4
NVA
_LF 7.
NZA
Form SW401-Bioretention-Rev.7
Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. 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.
7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
8. The supporting calculations (including underdrain calculations, if applicable).
9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
10. A copy of the deed restriction.
Part III, Page 1 of 1
Permit Number:
(to be provided by DWQ)
O?O? W ATF9OG
A9'1A*
WDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name 120 WIND ROAD 8 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.
11. DESON INFORMATION
Site Characteristics
Drainage area 84,506 ft2
Impervious area 46,609 ft2
Percent impervious 55.2% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
N (Y or N)
In
in/hr
ft 3/sec
ft3/sec
ft3/sec
3,194.0 ft3
3,260.0 ft3 OK
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft 3
Post-development 1-yr, 24-hr runoff ft 3
Minimum volume required 0 ft3
Volume provided ft3
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)
Phosphorus Index (P-Index) of media
Form SW401-Bioretention-Rev.8
July 30, 2009
9 inches OK
0.75 ft
4,826.0 ft2 OK
202 ft OK
25 ft OK
ft
4.5 hr OK
13.5 hr OK
18 hr
in/hr
2.00 in/hr OK
88% OK
8% OK
4% OK
Total: 100%
20 (unitless) OK
Parts I and II. 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
844.50 fmsl
Y (Y or N) OK
(Y or N)
843.75 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
841.5 fmsl
2.25 ft
n 1114 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
(811nches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
Y (Y or N)
6 OK
10 OK
1ft
840.17 fmsl
838.17 fmsl
2ft OK
N (Y or N)
fmsl
843.75 ft
0
0
3 OK
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
Oft
N (Y or N) Show how flow is evenly distributed.
Y
Y
Y
Y
N
N
Y
(Y or N) OK
-(Y or N) OK
(Y or N) OK
(Y or N) OK
1 ft/sec OK
(Y or N) OK
(Y or N) OK
(Y or N) OK
OK
Parts I and II. Design Summary, Page 2 of 2
Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
CJ 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
"
'
3. Section view of the bioretention cell (1
= 20
or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
AMA 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
Va r £.~RA: -- results of the soils report must be verified in the field by DWQ, by completing & submitting the soils

r.L investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and

n P-index.
5
A
"
'
.
detailed planting plan (1
= 20
or larger) prepared by a qualified individual showing:
A variety of suitable species,
CELL. Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. 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.
7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
8. The supporting calculations (including underdrain calculations, if applicable).
9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
10. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7
Part III, Page 1 of 1
Permit No.
(to be provided by DWQ)

AI
A Op w a rF9

O? ?G
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.
L-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
N. DESIGN INFORMATION
Site Characteristics
Drainage area 266,587 ftz
Impervious area, post-development 140,263 ft2
% impervious 52.61 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 11,631 ft3 OK
Volume provided 12,737 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
(Y or N)
0 in
0.35 (unitless)
0.80 (unitless)
2.98 in/hr OK
6.38 ft3/sec
14.59 ft3/sec
8.21 ft3/sec
836.60 fmsl
835.50 fmsl
fmsl
836.00 fmsl
835.00 fmsl Data not needed for calculation option #1, but OK if provided.
830.50 fmsl
829.50 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.5 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
11. DESIGN INFORMATION
Surface Areas
Area, temporary pool 13,078 fe
Area REQUIRED, permanent pool 8,344 ft
SA/DA ratio 3.13 (unitless)
Area PROVIDED, permanent pool, Aperm_pool 10,080 ft` OK
Area, bottom of 1Oft vegetated shelf, Abet she„ 8,061 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abot_pend 3,395 ft'
Volumes
Volume, temporary pool 12,737 ft' OK
Volume, permanent pool, Vperm_pml 30,264 ft'
Volume, forebay (sum of forebays if more than one forebay) 5,985 ft'
Forebay % of permanent pool volume 19.8% % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SA/DA Table Used? Y (Y or N)
SA/DA ratio 3.13 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Veen peel 30,264 ft' OK
Area provided, permanent pool, Aperm_pool 10,080 ft` OK
Average depth calculated 3.00 ft OK
Average depth used in SA/DA, de,„ (Round to nearest 0.5ft) 3.0 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Ape.-pool ftz
Area, bottom of 1 Oft vegetated shelf, AW shelf ft2
Area, sediment cleanout, top elevation (bottom of pond), Abet-peed ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) ft
Average depth calculated ft
Average depth used in SA/DA, dav, (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 1.25 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (Co) 0.60 (unitless)
Driving head (He) 1.10 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (Cw) (unitless)
Length of weir (L) It
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 8.21 ft3/sec OK
Post-development 1-yr, 24-hr peak flow 14.59 ft'/sec OK
Storage volume discharge rate (through discharge orifice or weir) 0.04 ft'/sec
Storage volume drawdown time 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 No
(to be provided by DWQ)
III. REQMED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
117?F q, 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
Vegetation specification for planting shelf, and
- Filter strip.
LF 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
- Inlet and outlet structures.
WA AJ A 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
3 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
&A M /A 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N'/A A,11A 9. A copy of the deed restrictions (if required).
NAA AJ114 10. 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.
Form SW401-Wet Detention Basin-Rev.5 Part III. Required Items Checklist, Page 1 of 1
9 9 0 U
C
SPECTION
LANDSCAPE APPROVAL AND IN
icts the lant t es and locations Must Be PLAN which de ~ h ~
® A LANDSCAPE ( p p Yp mitted To The Plannin De artment For Review And Approval On or Before 00 >
Sub g p (90 Days).
~T~ o
Re uired LANDSCAPE PLANT MATERIAL Must Be Installed And Inspected PROJECT SUMMARY ® THE q W SITE ~,~°P~' °a . . ~ I _
Prior To Receiving A Certificate of Occupancy. COVER SHEET APPLICAI SHEET APPLICATION FORM (Revised July 18, 2007) ~ ~~~5 G~p,P ? ~ 6
Greensboro City Planning Department w ~ W
t an ins ection contact Landsca e/Watershed Planner at 336-373-2918 rkin S aces: NA Greensboro C To reques p P Mlnlmum Number Of Required Pa g p
Mailing Address P.O. Box ddress P.O. Box 3136, Greensboro, NC 27402-3136 ~ ROPE o' GN~R w
Total Number Of Provided Parking Spaces: NA ress: 30o west w< Office Add s: 300 West Washington Street, Greensboro, NC 27402 ~ ptS~PN ~ WIND ROAD
If you have any questions about the process call Jimr N ~ process call Jimmy Person with the Planning Department at 336-412-5739 ~ ~ ~ o ~ ~ CD
I t book and or Deed book Reference: P.B. 123 PG. 56 LOTS #1-5 Pa / REVIEW FEE: ~ a ~ ~
PLAN TYPE: N. CHURCH STREET MINOR THOROUGHFARE I
ND INSPECTION Street Classifications : _ Ste Plans $400 plus $20 per 1,Oa APPROVAL A AD LOCAL ROAD us $20 per 1,000 sq. ft. -gross floor area ~ ~ z ~ N OQ
TREE PRESERVATION WIND RO Multifamily Developments $400 plus $25 per dwe us $25 per dwelling unit a ~ 0 (
i o ~ c9 us $40 per lot z 0 ~
TREE PROTECTION FENCING Must Be Installed and Inspected ~ KOTIS PROPERTIES Single Family Subdivisions $2so plus $40 per lot ® The Required Develo er s Name. P DENNY ROAD ~ ~
Prior to Land Disturbance. $260 plus the per lot, 1500 MILL STREET, SUITE 105 GREENSBORO, NC 27408 Minor Revisions increase. us the per lot, square footage, or dwelling unit listed below applied to any Q N
Address:
To re uest a re-construction meeting contact the Urban Forester at 336-373-2150 Submit 14 copies of plans q p 336-574-2000 :opies of plans to the Planning Department for review. ~ VICINITY MAP X
Daytime Phone Number. TION AREA Must Be Installed And Inspected Prior To Plan review takes 7-10 working Boys; the Planning [ the Planning Department staff will contact you when your plan is ready. 0 NO SCALE ~
? THE Requlred REFORESTA
Receiving A Certificate of Occupancy. PROJECT SUMMARY.• VICINITY MAP ~
VACANT SIC 1 PRo Existing Land Use: # O
owner A licant: KOTIS PROPERTIES TIES ~ ~
Re art Comments to: WILLIAM KOTIS, III z N III _
4-2000 336-574-2001 ~
Tele hone Number: 336-574-2000 Fax Number: z z
E-Mail: N/A The items checked below have not been included on this plan being submitted for ~ o
Stormwater Management Watershed ZONING APPROVAL AND INSPECTION Re art Comments to: ANTHONY LESTER TER Technical Review Committee review and approval. It is understood that additional w ~ reviews in the development process (including constructiion and utility plan review, w Q
The Re uired Parkin S aces And Drive Aisles Must Be PAVED And _ _ i4-8877 336-854-8876 as indicated below) could affect the amount of development possible on this site pD Fax Number: and the costs associated with this development: zQ-, (n
? q g p NA Tele hone Number: 336 854 8877 STRIPED Prior To Receivln a Certificate of Occupancy. Stormwater Control/Improvements(s) 9
E-Mail: adlQevans-eng.com ;Om z w w w
Allowed Per Stormwater Control Tax Ma' Black Parcel s TAX MAP: ACL-431-' Maximum Amount of BUA ACL-431-1-11, 15, 16, 22, & 23 ? Sidewalk, Road Widening and Turn Lanes (n ~
? Tank Permit required* Total Tract Acrea e: TOTAL AREA: (17.3587 Required sidewalk along existing streets, required road widening, and/or required z (17.3587 ACRES ~
Contact Zonin Office Office at 336-373-2630} NA ( 9 Design: ING: CD-HB turn lanes have not been depicted and their design has not been reviewed. Q
Zonin District: ZON HB I understand that the review and approval of said improvements will occur during W ; the construction and utility plan process.
Si n Permit re uired* Watershed Desi nation: WATERSHED CLASSIFICATION: >SIFICATION: NA o
? 9 q Contact Zoning Office at 336-373-2630). > 2 000 FT APPROX. Pro osed use: VACANT FOR NOW ? Water and Sanitary Sewer ~
( ( ) Distance to Nearest Floodway: Full design information for the proposed water and sanitary sewer system ~ has not been depicted and their design has not been reviewed. I understand ~
Number of Lots: 5 VuB, CfB that the review and approval of said improvements will occur during the ~ z
On-site soil types(s): Multifomil Develo ments: of Units NA construction and utility plan review process. 0 ~ z Q
HYDROLOGIC GROUPS B & C T e: A artments® ~ artments Townhomes Condominiums
H drology groups(s): Y 64,628 SF Pro osed GFA 46,338 SF ?BMP ~ ~
Non-Residential Develo ers: Existin GFA 64,6, ±10.00 AC. (57.61 Amount of site to be disturbed: 6.93 A
Amout of Existin BuA: 301 657 SF. iF. 6.93 AC. Full design information for the proposed water quality/quantity device (BMP) ~ ~
ATERSHED APPROVAL AND INSPECTION W 4.34 AC. (25.000 Amount of ro osed BUA: (25.000 has not been depicted and its design has not been reviewed. I understand 0 that the review and approval of said improvements will occur during the Q
PROJECT SUBMISSION GUIDELINES construction and utility plan review process. ~ d. ~
A PLAT Must Be Recorded In The Guilford County Register Of Deeds PROJECT ? A FIN L L gent that do not include the items on the Design Review Application Form will 0
Prior To Receiving A Certificate of OCCUpanCy. Plans submitted to the Planning Department that do no not be rewiewed, and will b~ awed, and will be returned to the contact person. ? STORM SEWER ~ ~
ALITY DEVICE POND Must Be Complete rUCtlon of the WATER QU ( ) ILITY ACKNOWLEDGEMENT This ortion of the cover steet must be filled out and ? Const FINANCIAL RESPONSIB Full desi n information for the storm sewer system and/or grading has not 0 ~ filled out and signed by the person designating the site to show that he/she g. ~ Q
" m letlon Sent To The Plannin p and the Engineers Certification of Co p 9 has read and provided the required informal equired information to submit a plan to the Planning Deportment. been depicted and its design has not been reviewed. I understand that the review and approval of said improvements will occur during the construction
De artment Prior To Receiving A Certificate of Occupancy. completed the attached plan to the best of my knowledge and obility. and utility plan review process.
p KOTIS PROPERTIES I have read, understood and completed the Is to provide a one year
to uarantee the ublic im rovement from failure due to fault warranty g p P Y N me: Phone: Date:
workmanshl or materials. Once the project is complete, this individual or P
car oration will be required to sign a notarized agreement, upon completion P
and return of this agreement, they will receive a final acceptance letter and
the ear warrant will begin. The City of Greensboro will not release bonds SHEET TITLE Y Y SHEET # ~ w ~ W
or acce t ublic Infrastructure for maintenance without a final Inspection. AIN APPROVAL p p FLOODPL Individual Responsible for Preparation of the Plan Signature / Seal ~ ~ ~ 0 Q 1
COVER SHEET______ ~ 0 ATERSHED PLAN_ _ _ _ _ _ _ _ _ _ ~ ~ ~ ~ ~
OVERALL STORM DRAINAGE & WATERSHED Pl ? Elevation Certification Required
. POND #1 DETAIL____________ ? Floodplain Development Permit Requlred 3 _ Q ~ U1 D ________________4
III PRESIDENT CEO POND #1 SECTION VIEW DETAIL_ _ _ _ _ _ WILLIAM M. KOTIS, ( ) POND #1 LANDSCAPE PLAN_ _ _ _ _ _ _ _ s f~AR ~ 2030 0 ° v ~~o~ o
Financial Res onsibilit Individual or Cor oration Signature BIOCELL 1 DETAIL_ _ _ _ _ _ _ _ _ _ _ P Y P #
! i ~ BIOCELL #2 DETAIL - - - - - - - - - - - - - - - _ 7 Watershed Plan Approved By The Techn Ical Review R,~~~aau~~' c ° o ~ ~ ~ ~ 8 ~fE pS~NpSt~~1WAT..~ O Z z 4-U
EROSION CONT L L
. KOTIS PROPERTIES DETAIL SHEET_ _ _ _ _ _ _ _ _ _ _ _ _ 9 Committee {TRC} on o o ~ o
ONTROL ADDRESS. SOIL EROSION C ~ N ~ ~ ~ o-
t 336-373-2158 1500 MILL STREET, SUITE 105 Contact Erosion Control Officer a ) and~or Site Plan, Subdivision, Group Development, Clearing~Grubbing ~ ~ z
n truction Suret Or Im rovement Guarantee Must GREENSBORO, NC 27408 ? Watershed Pond Cos / y p .
Date Map Revised. Be Submitted. Approved by 2-
. 336-574-2000 Revisions TELEPHONE. By
3-2-10 E EVANS ENGINEERING, INC.
TRACKING NUMBER
Construction This Area Reserved for Water Resources NOTE: TRC approval represents the W
PPROVAL Approval Stamp. ENGINEERING CONSTRUCTION A maximum possible development of the site.
Contact Engineering Division at 336-373-2302)
Additional reviews in the development
? Utilit Construction Plan Approval Requlred* ORTATI( ~PORTATI0~1 APPROVAL. process including Construction Plan review ~ ~
Y TRANSP ]ct GDOT at 336-373-GDOT) COUId reduce the amount of development ~
Pavement Cut Permit Ma Be Requlred* (Contact GDOT at ? Y
? Roadway Construction Plans Requlred* " possible on this site. ~
Driveway Permit: ? Storm Sewer System. z ~
Tie Into Storm Sewer S stem Drivewa Permit ? Permit Requlred To Y ? Clty of Greensboro y gay Permit Required o z 0
? Orivewa Culvert Inspection Required. Y NOTE: Conformance With This A roved ~
? N.C. Department Of Transportation sportation Driveway Permit Required. pp > o ~
Plan Is Your Resposibility; And Any ~ m
Driveway Permit Issued? YES N A Change In hand Use, Lot Lines, Building Q
~ Location, Parking, Drives, Utility Ines,
N0, DO NOT ISSUE BUILD ~SUE BUILDING PERMIT Landsca in ,etc. Must Be Resubmitted To 0 z
p g Q ~
OURCES CONSTRUCTION APPROVAL WATER RES The Planning Department To Eliminate ~ ~
(Contact Resources at 336-373-2055) Delay In the Review Process.
3DIVISION APPROVAL. ~ ~ U
r S stem* SUBDIVISION Wate y
n `;tntP Wr,ter Permit Reauired. _ ~ . , . , , ~ ~ ~ ~
;ecoraea in m(-_ ~u u u uuu ty \Cy ~ c
El Outside City-Utility Agreement And Annexation Petition Required. Of Deeds Prior uTo Issuance Of A B ce Of A Building Permit.
E C3 (D _ E
Sanitary Sewer System*
? State Sanitary Sewer System Permit Required. El Outside City-Utility Agreement And Annexation Petition Required. Final Plat Recorded? YES _N/A (CLERK OF THE TRC) (DATE) Z EL U 0 4_j -
U 0n
*Fee required before construction plans are released. N0, DO I -NO, DO NOT ISSUE PERMIT. o
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I
STAGE-STORAGE TABLE FOREBAY STAGE-STORAGE TABLE PLANTS & MIXTURES PLANTING RATES/ACRE PLANTING DATES
°k~'""°+ ">'E" t~ 'AUK trO ~ (~'i PERMANENT WATER UALITY POOL ELEVATION = 835.5 ELEVAnON AREA (SF) VOLUME (CF) CUM. VOLUME (CF) TALL FESCUE 100-150 LBS ~UC. 15•~T. i~ .ER STATEMENT OF POND AND DAM SAFETY (LOW"""~"A"~> ,,,,,3_„,,,
Ia.w' 829.50 366 0 o ENGINEER STATEM_ENi OF 501 ELEV = 834.50 ~5' WIDE THE STORMWATER POND TORMWATER POND AND DAM SHOWN ON THIS PLAN SAl1SFiES rAU FeswE zoo-zso yes auc. s-ocT. ,s
~ ~ 829.50 2,513 0.00 830.50 636 501 O loo-1R EEEVAnw = e3zn o ~w~' 796.50 CLASS 'B' REQUIREMENTS OF THE t. CEMENTS OF THE NORTH CAROLINA STATE DAM SAFETY LAW OF (wcH ""~"~"A"~) vES. a-uaY 1 0
in ~ Fl+ou POND RW RESULTS ~ 2,954 831.50 957 1 297.50 RIP-RAP 1967 A n - 830.50 3,395 2,954 830.50 830.50 [ S AMENDED THRt ~''TM ° ~ 3 864 832.50 1,144.50 a AS PRESENTED IN THE N [AS AMENDED THROUGH 1995] AND THE RULES AND REGULATIONS a TAll FESCUE 8 100 IRS k FE& 75-MAY 1 a, ESENTED IN THE NORTH CAROLINA ADMINISTRATIVE CODE TITLE KaeE aR KaReAN LESPEDEZA 20-25 IBS (SCARIFlED SEED FOR SPPoNC AuG TS-ocT. T5 w
6o6.ss ,44 C.F. STORAGE= 15A, SUBCHAPTER 2K - 831.50 4,333 6,818 1,545 iUBCHAPTER 2K -DAM SAFETY. EVEN IN THE CASE WHERE THE s uNSCaRInm FCfl LATE FAU ~ rANrER) SITE ~ iHOWN ON THIS PLAN IS DETERMINED BY THE STATE TO BE EXEMPT ~
~`i ~ CFATpRLE 4,830.50 833.50 1,758 3,987 829.50 829.50 2,954 C.F. DAM SHOWN ON THIS PL W/•MWIFl 600 FlUER iii uxDEUUes UNDERNEATH 832,50 5,328 11,648.50 834.50 2,238 1'998 5,985 ~-"I~~II~II-"'- FROM THE ABOVE NOTED TALL FESCUE B 50 LBS & NOY. 1-FEB. I 1~OPO } THE ABOVE NOTED DAM SAFETY REQUIREMENTS, I, AS THE QUALIFIED ~
FABPoC UNDER RIP-RAP M~~j~ STONE. 5,853.50 `71~r DESIGN ENGINEER, STATE caEOUAL s.o•_ ,~ydp.~t 833.50 6,379 17,502 SAFE AND ADEQUATE F0, J ENGINEER, STATE THAT THE POND AND DAM ARE DESIGNED TO BE SERICEA IesPmEZa s0 LBS/AaTE (UNSCARIFlm) W CaPPF.~ z AND ADEQUATE FOR THE PROTECTION OF PUBLIC HEALTH, SAFETY, rAU FESCUE u sa LBS ~ JuLY aucusr ~ ES }
Channel Calculotor PoP-RAP 6 932.50 BAFFLE -RIP-RAP SECTION WELFARE, AND DOWNSTR! ~ = e•, THIaalESS =18• NT5 MENT AS THE DESIGN EN RE, AND DOWNSTREAM PROPERTY. I UNDERSTAND THAT THIS STATE- CatuAN weer 7o Les ~E AS THE DESIGN ENGINEER SHALL NOT RELIEVE THE OWNER OR aR suDANGRASS (wuer a< suDANGRASS Musr eE KEPr aT 1o-lz•) ~
usE aASS •e• 834.50 7,486 24,434.50 OPERATOR OF THE POND Given Input Oata: TOR OF THE POND AND DAM FROM THE LEGAL DUTIES, OBLIGATIONS, w
Shope Trapezoidal 8,783 AND LIABILITIES ARISING Solving for NA 835.50 10,080 33,217.50 (ABILITIES ARISING FROM SUCH OWNERSHIP OR OPERATION. rAU FESCUE r< 2D LBS A NOY. I-JAN. JO o H C~ G~ ROPD ~ RtEGRA1N 25 L85 (RYCaiAiN MUST BE KEPT AT TD-1Y) ~ UR
Flow Depth 0.22' 11,510 COMMON BERMUDAGRASS a Ins (HUUtro) APR 15-JUNE x Z P150P ~ WiND ROAD
Slope 0.0125 ft/ft 836.50 12,940 44,727.50 Manning's n 0.030 13,644.50 15-20 LBS (UNHULLID) FEB. 1-MARCH 30 = p U i
Bottom width 5 ft 837.50 14,349 58,372 SEEDBED PREPARATION ~ = o U Q
Left slope 0.3300 ft/ft 15,0$2 Right slope 0.3300 ft/ft 838.50 15,815 73,454 O I. STPoP DIE AREA TO BE SEEDED TO A MINIMUM DEPTH OF 4-6 INCHES. I=- ~
Com uted Results: Dam Safety Note: P fety Note. 2 REMOVE ALL LOOSE ROCK, ROOTS, ETC. LEANNG SURFACE SMOOTH AND UNIFg2M. ~ J S. APPLY SEED, ACRICULiURAL Ld1E, FERTIUffR, AND SUPERPHOSPHATE UNIFORMLY ANO Z N
Flowrote 3.09 cfs In accordance with C Velocity 2.06 fps Safety Law and NC ~ dance with GS 143-215.25A and 143-215.26 of the NC Dam w%PoTH rHE SOIL (RA,ES ARE BELDIW). ~
aw and NC Administrative Code 15A NCAC 2K .0200, the 4. SEED ON A FRESHLY PREPARED SEEDBED AND COYER 1HE SE1D UCATLY WITH SEEDING EWIPNFNi OR CULDPACK AFTER SEEDNG. ~m Safety Office has been/will be contacted for determination 5. MULCH INMFDIATELY AFTER SEEDING PND ANCHOR MULLCH DENNY ROAD
EMERGENCY SPILLWAY CONTROL SECTION state Dam Safety of of the "exempt statL exempt status" (with respect to Dam Safety Law) including 'RATES: ACRICUWRAL IIMESiONE-27ON5/ACRE
NTS hazard classification ffRTWZER- 70-10-10 AT 800-1000 PWNDS/ACRE ;lassl Icotion of the proposed dam. SUPERPHDSPHA,E- 500 PDIkTD6/AGRE DF 2D%ANALYSIS SUPERPHDSPHA,E
MULCH- 1.5 TONS SMALL GRAIN STRAW/ACRE (APPRO%UIp1ELY 60 BALES)
ANCHOR- CPoMP STRAW INTO SOIL WITH MACHRIE OR TACK VA1H LRXIID ASPHALT AT 400 GAli.ONS/ACAS OR EMULSIFlED ASPHALT AT 700 GALLONS/ACRE VICINITY M A P
U.JO' \ ~ I I I I I 1 f NO SCALE
_ ~ i~~~~ii~i~ \ I I I I ~ 1 I CONCRETE ANCHOR DESIGN:
~ - ~ \ I I I I ~ 1 ,q DEPTN - 0.26' ~ I ' RISER DIAMETER= 24"
\ I I ( I BARREL DIAMETER= 15"
sE GED1EXiIlE I I \ I I 130 I i w/•NUNn soD x' nlTe+ ~i~ uwDELNER uNaradAm \ I 1 ~ ~ VOLUME DISPLACED = 35 CF TOTAL DRAINAGE AREA = 6.12 ACRES I 80UYANCY FORCE= (35 CF)(62.4 PCF) = 2,184 LBS ON-SITE DRAINAGE AREA = 4.85 ACRES
FABPoC UNDER RIP-OAP / \ STONE. ~ I OR EWAL SO' I I I VOLUME OF CONCRETE REQUIRED= 2,184 LBS/ (150-62.4) = 25 Cf OFF-SITE DRAINAGE AREA = 1.27 ACRES
1TidtlNO..SF5L~1 ( I wll GRADED PoP-RAP V I Channel Calculotor d50 ~ e', THIGOiESS = t6• I I ~ ~ FACTOR OF SAFETY = 1.5 25 X 1.5 = 37.5 CF PROPOSED BUA DRAINAGE TO POND = 3.22 ACRES (52.61%) SIZE=S'X5'X2'= 50 CF
I I I Given Input Dota: ~ aASS PoP ~ I I I 6
Tra ezoldol ~ I Shope p I PERMANENT SEDIMENT STORAGE: I I c- REQUIRED= 1/8 AC-IN/AC x 6.12 AC DRAINAGE AREA = 2,777 CF
Solving for NA I I I Flow Depth 0.26' Z4hA ~ I I I I ° ~ BOTTOM ELEVATION = 829.50
Slope 0.0125 ft/ft R I I I I I~ cA I I I Manning's n 0.0 f0 I ( ( I I ~ r" TOP ELEVATION = 830.50 FlLTER DIAPHRAGM
Bottom width S t I ~ I i I COLLECTOR PIPES TO BE PSTM C-33 SAND (IF DAM IS BUILT PROVIDED = 2,954 CF CAPPED ON BOTH ENDS I I ~ FROM FINE GRNN OR CIAYEY SOILS)
Left slope 0.3300 ft/ft 1 I ~ I Right slope 0.3300 ft/ft I I ~ PERMANENT WATER QUALITY POOL:
I I 1 I 1 I Canputed Results: 4-INCH SOLID WALLED SCH 80 PVC PIPE 3.0' WATER QUALITY POOL DEPTH WITH APPROX. 52.61% B.U.A. AND 90% TSS REMOVAL I I 1 DISCHARGES TO DAYLIGHT IN DISSIPATOR. REQUIRES 3.13 SURFACE AREA. I VARMIT SCREEN TO BE PIgCED ON ENDS
Flowrote 3.09 cfs ~ p I I I I Velocity 2.06 fps ® I , REQUIRED = 3.13% x 6.12 AC x 43,560 SF/AC = 8,345 SF
I I I ( i0P ELEVATION (AVE. DEPTH = 3')= 835.50 PROVIDED = 10,080 SF
0 EMER ENCY SPILLWAY I pR I I EMERGENCY SPILLWAY EXIT SECTION 5 WIDE• U E CLASS B RIP-R P ~P• I I RAT ~ AININ I I ~ PERMANENT POOL AVERAGE DEPTH:
Nn (EE DETAIL) G WAj, I I I a so \8S0 I I BOPT~LEVATION: 835 50 50
I o 0 o I I ~ , ~ CUM. VOLUME ®835.50 = 33,217.50 CF 848 ~ ` ~ CUM. VOLUME ®830.50 = 2,954 CF
t I 15 I 848 ~ pMU VALVE KEY 1 ~ ° o A ~ 0 I i FLOW --a- ~ PERMANENT POOL VOLUME = 33,217.50 CF - 2,954 CF = 30,263.50 CF
® 1 Np _ VET ~8 I ' ~ PERMANENT POOL AVERAGE DEPTH = 30,263.50 CF / 10,080 SF = 3.00' 48
K T I I / / o UNp ~ , 842 ( I 10' WIDE 846 NEOPREN GAS E ® / 0 0 838,5 ~ ~ I VEGETATED TEMPORARY WATER QUALITY STORAGE VOLUME:
STAINLESS STEEL BOLTS I 840 ~ SHELF 44 ~4A I ~ FOR 52.61% B.U.A.
o - / TOP OFD 1 ~ 0 ' I I 838 EL. , 8 AM _ I I ~ Rv= 0.05+ (0.009)(52.61) I ' " Rv= 0.52349
8" BOTTOM DRAIN \ •50 I 38,50 I R I P RAP 0 ~ I a ~ 83 838.00 ( ~ 1 I ~ VOLUME REO'D.= to 4 Rv * DA = 1.04. 0.52349 +6.12 = 11,630 CF 4-INCH SOLID WALLED `SCH 80 PVC PIPE 12
0 o ro 1. ~ ~ -__oo PAD b A ~R ~ DISCHARGES TO DAYLIGHT IN DISSIPATOR. ~ ~ I ' vaRMIT SCRETN TD BE PLACED oN ENDS WHERE DA = DRAANAGE AREA (ACRES)
/ ^ g ~ I 36.0 - FLANGE ` ~ I / i~ I ~ a-INCH No. 2D VOLUME REQUIRED = 11,630 CF
I FRONT VIEW SIDE VIEW 1 I / ~ ~ i~ 835.5 0 0 sLOrrED scH eD Pvc I , COLLECTOR PIPE BOTTOM ELEVATION = 835.50
( i BOTTOM DRAIN & SHEAR GATE VALVE '1 ~ .so 35.0 ~ ~ ~ TOP ELEVATION (TOP OF RISER) = 836.60
NT5 ~ / r 8 I I ° I ~ PLAN VIEW PROVIDED = 12,737 CF
i 83 33.50 ~ I 1 I ~ l i .50 ~ PRINCIPLE SPILLWAY: ~ ~ E I P
CAR ~ ~ ` TRASH RACK I l ~ 830 831.50 I ~ b 1 DESIGN STORM= 2 YR, 24 HR STORM b DowNSrREAM SLOPE 10 YR, 24 HR STORM
I ; , 1 ~ 3. I 5° ~ ;d 6• % 6' SPACING 1 I I ~ 10 ~ 3 RISER= 24"
36" DIA ON BARS I ' I 829,50 ~ Q ~ I BARREL=15"
TDP GRATE I 1~ 1 I BOTT M ELEVATIO ~ ~ I fi coNSlsr of ,72• I _ I i ITT ` \ 3.0' 2.D, NOTE: A 15" BARBELL HAS BEEN CHOSEN IN ORDER TO LIMIT ~j ~ I__-~ MIN POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE.
soup ALUwNUM eAR I ~ h I I I 829.50 o v p o o RIP RAP [71 6' o.c. EACH WAY I T 171 I BA FLE i THE REMAINDER IS BEING STORED IN THE POND.
I = 3:1 II I I o i I I I o 0 0 0 (SEE DETAIL) i a 1 10' r°4 1D' a ~ _
aNn-voRTEx ~ II I ~ I I suPPDRr PLATES I 24 RISER W I o z I I f , / o 0 o i \ ~ FILTER DIAPHRAGM RELEASE RATE:
~ I o 36~ T A H TOP VIEW c stlowlNG / ~ R S RACK ~ Z ISOMETRI PP RTS ~ ' f I NPl ~ ~ ~ ' 1 i Z ~ ~ ~ ~ FROM FINE3GRAIN OIR CLAYEY SOULS) 2 DAY RELEASE= 0.014 ft2 HOLE \ ~ 5 DAY RELEASE= 0.006 ft2 HOLE
ANTI VORTEX SU 0 U C I i G \ \ ~ HEAD= 1.10'
3s olA t ~ G TRASH RACK I \,s II I ~ , \ ~ ~ FLOW N HOLE DIAMETER= 1.25" ' ~ AREA OF HOLE= 0.008 ftz
1 ~ ~ ANn-vORTEx I / ~ ~ ~ ~ TEMP. WATER QUALITY DETENTION TIME: 3.65 DAYS
suPPDRT Pins T2' ,O'~ ~ I I ~ ( r I I ~ 1 ~ w I ~ / r \ \ ~I ELEVATION OF WEEP HOLE INVERT = 835.50
42' PoSER \ \ ( i / ~ ~ ~ EMERGENCY SPILLWAY:
LOCKING HARDWARE I ~ ~ TO STABILIZE TRASH ~ ` ~ I ----------'mil GUARD (4 REQUIRED CAP. I / DESIGN STORM= 100 YR
I I RIS gOL~WMELDING T0~ ~~I I I.~. ' ~ \ NOTE: A 5' TRAPEZOIDAL WEIR HAS BEEN CHOSEN IN-ORDER TO LIMIT \ POST DEVELOPMENT FLOW TO THE PRE-DEVELOPMENT FLOW RATE.
Arm-voRlEx PLATE - 838.50 / za' Dla / ~ - ~ \ ` / L--,~ DETAIL ~ ~ I _ ' a-INCH No. 20 THE REMAINDER IS BEING STORED IN THE POND. \ - , SLOTTED SCH 80 RVC 4-INCH SOl1D WALLED SCH 80 PYC PIPE
v FOR SECURING TRASH RACK 0 / ,,\O~ ~ _ ~ / - - - COLLECTOR PIPE VDIARM~S6REEN o eE PLACED SONAENDS ELEVATION OF WEIR = 836.95
SIDE VIEW TO RISER BARREL ~ / O ~ I \ ~ ~ / ~ ` t~J / Q ~ ~ 1 ~ - \`r` / ,~\Q / ~ AM 838.50 ~ ` ~ - - - _ o CONTROL SECTION: RIP-RAP LINED EMERGENCY SPILLWAY
' Q / \v ~P / \ I ~I TOP OF g.50 ~ ~ 6 TAIL ~ / 10 WIDE •.as _ - TRASH RACK DE ~ 15 / 0 Q ~ ~ Et. e _ 1 _ PROVIDE 6-INCHES OF CLEARANCE 3:1 SIDE SLOPES R6 ' - ~ ~ BETWEEN BOTTOM OF FlLTER AND ~QD _ BOttOM OF SLOTTED PIPE 1.25% SLOPE
/ R G~' / I VEGE~F TED _ - NTS ~ , - I - $ - - - ~ BOTTOM WIDTH= 5'
/ ~ ~ / ~ ~ ~ ~ ~ 842 n= 0.030
\ 1 FILTE ~ ~ = D P POND MAINTENANCE SCHEDULE / ~ - - - - - - UN ~ ~ FILTER DIAPHRAGM DETAIL FLOW DEPTH = o.2z' ~ - _ _ - - - N1S FREEBOARD AND SETTLEMENT= 1.33'
k / \ R~e ~ n ° / ~ e ANA , DESCIP ON OR ~ ~ D I A HRAG M , , \ \ _ ~ _
MAINTENANCE ITEM RESPONSIBLE PARTY SCHEDULE PROCEDURE / / / - \ ~ 3 \ - - - c , _ ® - - s = _ - _ _ ~ _ ~ - - - TOP OF DAM ELEVATION= 838.50 ~ - - " ` T - EXIT SECTION: RIP-RAP LINED CHANNEL
_ / ° RIP RAP ~ ~ TT 3 Acess to. Pond Kotis Properties Monthly Page 3 / / - _ _ - _ o W =z___-_--- , 4 _ i 42 _ l 8.~5' 3:1 SIDE SLOPES
PAD ~ 1 = _ _ _ 8 ~ _ ~ - / Dom Top and Faces Kotis Properties Annually Poge 3 - ~ / ~ - .c.: _ _ - - " , / ~ ~ ~ 1.25 SLOPE
/ ~ ~ ~===1=-____-- --I- 20 POND / / B.~• _ ----___-y--- BOTTOM WIDTH = 5' / I n= 0.030
Grass Cuttin Kotis Pr ernes Monthl Poe 3 / ~ - - l I ACCESS / / 9 y 9 EASEMENT / / DEPTH= 0.26'
EIP i I I Rip-Rap Channels Kotis Properties 8i-Monthly Page 3 - _ ' ~ - V ~ / I 2.5 VELOCITY= 1.83 FT/SEC
I I - - - - I -
Rip-Rap Pods Kotis Properties Bi-Monthly Page 3 I I _ - - - ~ = - i ~ 3.75' 1.25' 75. CO
I J ~ _ ~ Rip-Rap Spolwoy Kotis Properties Bi-Monthly Poge 3 ~ ~ ~ / _ - _ - - - ` _ _ - _ - ~ - - s
~ ~
Emergency Spillway Kotis Properties Bi-Monthly Poge 3 ~ ~ . - - - - _ - ~ - / ~ _ 1-- - / ~ ~ ` ~ '.875 PROJECT TITLE:
I 120 WIND ROAD & 3800 NORTH CHURCH STREET
Dewotering Pipe Kotis Properties Monthly Poge 3 / - ~ - - _ _ - t / - ^ _ . / / / ~ _ ~ FILTER DIAPHRAGM DETAIL
MOREHEAD TOWNSHIP GUILFORD COUNTY
36" TRASH RACK- ALUMINUM ANGLE & ROD NTS GREENSBORO, NORTH CAROLINA
COVER (9" O.C.) To' ur"
TRASH RACK WITH ANIIVORTEX DEVICE APPLICANT/OWNER/OPERATOR:
TOP OF BASIN ELEV = 83950 LO OUTLET PROTECTION KOTIS PROPERTIES
100 M - 24 eR ELEV, a BJ7.17 - ~r rn EMERGENCY SPILLWAY ELEVAnON• 83695 .25 X FES# SIZE FLOW(cfs) La (ft) W W Thickness RIP-RAP to m - 24 rw EIEY .808.88 _ 1 2 1500 MILL STREET, SUITE 105 GREENSBORO, NC 27408
y~ TOP OF RISER ELEV =836.60 i, ENGINEER'S CERTIFICATION OF STORMWATER QUALITY CONTROL: PNONE:[phone] FAX: [phone]
CLASS B b ~ 3.5 EARnI Pipe -FES RIP W2 15" BARRE 15" 10.75 12' 3.75' 13.25' 18" CLASS B I CERTIFY THAT, PURSUANT TO GENERALLY ACCEPTED ENGINEERING STANDARDS IN THE COMMUNITY, IT IS MY
TEMPORARY WATER QUALITY POOL RAP OEWATERING PIPE INVERT ELEV = 835.50 WI 15 24" 20.19 12' 6.0' 14.0' 18" CLASS B PROFESSIONAL OPINION THAT RUNOFF FROM THE FlRST INCH Of RAINFALL FROM AREAS THAT ARE REQUIRED CIVIL ENGINEER: TO BE CONTROLLED PER SECTION 30-7-1.12 OF THE GREENSBORO DEVELOPMENT ORDINANCE IS CONTROLLED
}-1/4° WA. DEWAIERINC 10' MIN. BY A PERMANENT ENGINEERED STORMWAIER QUALITY CONTROL THAT HAS BEEN DESIGNED TO MEET OR EXCEED 4b'/9t~A~PPPP®P
PUCE GALVANIZED WIRE SCREEN ~ f OVER DEWAIERING HOLE 10' VEGETATED 3' THE GREENSBORO STORMWATER MANAGEMENT MANUAL. ®®'0~®® `'jAR~
° I 24" CAP RISER s~TF TOP ELEVAtION ®832'08 PERMANENT watER QUALITY POOL DETAIL -OUTLET PROTECTION GEOTEXTILE LINER TO BE EUANS ENGINEERING, INC. s'e+®®os°e ®w ass 4609 DUNDAS DRIVE + ~
VALVE KEY INV.-626.6, INSTALLED UNDERNEATH CONNECnW To ~ wOnm SIGNATURE GREENSBORO, NORTH CAROLINA 27407 m
8" BOTTOM DRAIN do SHEAR GATE VALVE INV ELEV = 830.50 ~9' RIPRAP PAD - ~ n.aNCE aNNECTKw wTN PHONE: [phone] FAX:. [phone]
PERMANENT SEDIMENT STORAGE VOLUME o ""n' ~ cASKEr tTtr1 FILTER DIAPHRAGM e BOTTOM OF BASIN ELEV = 829.50 (SEE DETAIL) Q773 s a e DATE o
;III III III. III III: ~ 3 ~ e a
F%>_ ~ wtH - BVVERT OUn 82&00 WNGREIE TD 102.30 if
ELEVATION 828.50 ~ t5' OAP BAR RIP RAP AT OUTLET OF PIPE 0 O.SOX d50=8 ; THICKENSS=18° PERMANENT WET DETENTION POND NOTES: sTe~Rr~wossuK Mn"oR 6D~Rpi~N cHUecH DESIGN BY: DF ®~®®~4~'~.rt,~9e~°®,
L,, _ ~T
1. THE ENGINEER'S CERTIFICATION OF COMPLETION WILL BE REQUIRED PRIOR TO THE FINAL PLAT OR CERTIFICATE SHEET DESCRIPTION: OF OCCUPANCY. THE STORMWATER CONTROL IS TO BE INSPECTED TO ENSURE IT IS FUNCTIONING AS DESIGNED AND
T~••, oz .,AOE HAS FULL DESIGN VOLUME PRIOR TO ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY.
(6) 24X 6' STEEL PLATES WELDED c 4J SECURELY IN PLACE 5C ' g VA VA VA \ VAA/AAA/A~ 2. THE PROPERTY OWNER/OWNER'S ASSOCIATION IS RESPONSIBLE FOR MAINTAINING THE PERMANENT WATER QUALITY POND #1 DETAIL DEVICE AND/ OR STORMWATER CONTROLS ACCORDING TO THE APPROVED MAINTENANCE PLAN AND AS DIRECTED BY THE
4' SOLID WALLED SCH 80 PVC PIPE 6' CUT-OFF TRENCH. :.VA TED GOVERNMENTAL OFFICE HAVING JURISDICTION FOR WATERSHED PROTECTION.
THEN BACKFILLED AND COMPACTED ENGINEER CERTIFICATION NOTE OF STORMWATER QUANTITY CONTROL N A.0,\,\,\,\,\,~\,~\,~\,~\,\,~\,\,~\,\,\,\,~\ 1 THE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTION MEETING WITH THE CITY OF GREENSBORO SCALE: 1"= 20' DATE: OCTOBER 26, 2009 WATERSHED ENGINEER WHEN THE PERMANENT WET DETENTION POND SITE HAS BEEN CLEARED AND THE
2$ WITH LOW PERNEA&utt SOIL IF d5O IS GREATER THEN B . PROWOE A GEOTEXTXE UNDERUfiER OR 4'(NIN) J THE STORMWATER CONTROL STRUCTURE(S) SHOWN ON THIS PLAN IS(WILL BE) POND HAS BEEN FIELD STAKED. REVISIONS: 3-2-10 SHEET NO.: .
12. (57 WASHED STONE BEDDING as' DESIGNED TO REDUCE THE POST-DEVELOPMENT 2-YEAR 24 HOUR STORM EVENT AND THE 10-YEAR 24 HOUR STORM EVENT TO PRE-DEVELOPMENT RATES. 4. THE GOVERNMENT OFFICE HAVING JURISDICTION FOR WATERSHED PROTECTION AND THEIR ASSIGNS HAVE RIGHT OF ACCESS TO THE PERMANENT WET DETENTION POND FOR INSPECTIONS AND MAINTENANCE
ENFORCEMENT.
NOTE: ALL PIPE CONNECTIONS ARE TO BE WATERTIGHT. SECTION THRU BERM AND SPILLWAYS 9
C.A.P = CORRUGATED ALUMINUM PIPE Km

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