SW8990828_COMPLIANCE_19991104

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW SY'Z �OS�G�d
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE-
YYWMMDD .

Compliance Inspection Report
Permit: SW8990828 Effective: 11/04/99 Expiration: 11/04/13 Owner: Racine Center LLC
Project: Racine Center For The Arts
County: New Hanover 203 Racine Dr
Region: Wilmington
Contact Person: Mike Goloka Title:
Directions to Project:
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Spring Branch) (03-06-23 ) ( C;Sw)
On -Site Representative(s):
Related Permits:
Inspection Date: 03/1612012 Entry Time: 09:30 AM
Primary Inspector: Alicia R Lewis
Secondary Inspector(s):
Reason for Inspection: Follow-up
Permit Inspection Type: State Stormwater
Facility Status: ■ Compliant ❑ Not Compliant
Question Areas:
E State Stormwater
(See attachment summary)
G
Wilmington NC 28403
Phone:
Exit Time: 09:45 AM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SW8990828 Owner - Project: Racine Center LLC
Inspection Date: 03116/2012 Inspection Type: Compliance Evaluation Reason for Visit: Follow-up
Inspection Summary:
The violation listed in the NOV's dated October 26, 2009 and January 19, 2010, have been satisfied and closed out by the
submission of the Designer's Certification on March 13, 2012.
File Review
Yes
No
NA
NE
As the permit active?
■
❑
❑
❑
Signed copy of the Engineer's certification is in the file?
■
❑
❑
❑
Signed copy of the Operation & Maintenance Agreement is in the file?
■
❑
❑
❑
Copy of the recorded deed restrictions is in the file?
■
❑
❑
❑
Comment: 1. The Designer's Certification was submitted on March 13, 2012 and
closes out NOV-2009-PC-0862
Page: 2

��S 5
Compliance Inspection Report
�i
Permit: SW8990828 Effective: 11/04/99 Expiration: Owner. Unknown Wiro `�
Project: acme Center For The Arts
County: New Hanover
Region: Wilmington
Contact Person: Mike Goloka Title:
Directions to Project:
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Spring Branch) (03-06-23 } ( C;Sw)
On -Site Representative(s):
Related Permits:
Inspection Date: 1011512009 Entry Time: 03:30 PM
Primary Inspector: David W Cox
Secondary Inspector(s):
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant W Not Compliant
Question Areas:
® State Stormwater
(See attachment summary)
Exit Time: 04:00 PM
Phone:
Phone: [phone]
Inspection Type: Stormwater
Page: 1

Permit: SW8990828 Owner - Project: Unknown Wiro
Inspection Date: 10115/2009 Inspection Type: Stormwater Reason for Visit: Routine
Inspection Summary:
In order to bring this permit into compliance you must provide the following documentation
1. Submit the Engineer's Certificate.
File Review
Is the permit active?
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
Comment: No Engineer's Certificate in file.
M 0 0 0
❑E00
m0001
®nnn
Page: 2

rl
0
i
I
A&Ki199188
Permit No. SLy0�%�
(to he provided by 01VO
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name:
Racine Center for the Arts
Contact Person: Make Golonka Phone Number: (910 452-2073
For projects with multiple basins, specify which basin this worksheet applies to: N/A
elevations
Basin Bottom Elevation 31.00 ft.
Permanent Pool Elevation 36.00 ft.
Temporary Pool Elevation 37.20 ft.
areas
Permanent Pool Surface Area 3347 sq. ft.
Drainage Area 1.71 ac.
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
1.00 ac.
4857 cu. ft.
4768 cu. ft.
972 req.
t 6 40-1srovi �ea ft.
4- UKka-n41784
1.0 in.
1.0
in.
90 %
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -.rite and off -site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above -the permanent pool)
(approximately 20% of total volume)
(surface area to drainage area ratio from DWQ table)
(2 to 5 day temporary pool draw -down required)
(minimum 85% required)
Form SWU-102 Rey' 3.99
Page 1 of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%c TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach ,justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
_ b. The forebay volume is approximaleeit equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
A11, 9 e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
34'.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Ti�'Xn i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
NA . k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
A portable pump can be provided to drain the basin.
1�I. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin; pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 9 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Pape 2 of 4

7. All components of the wet detention basin system shall be maintained in good working order. j►
F
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Mike Colonka
Title: ASInt Member/owner
Addr 112 North Cardinal Drive, Suite 102
PCC'
Phon
Sign
Date
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, �� r� a- 7h • Co i-e M 4 V\ , a Notary Public for the State of `A oy-�k Cara U no—,
County of .`Af-0 #ano 0C v- , do hereby certify that iM i o (on iCa- T
personally appeared before me this 1i0day of u�-gtxS-(- 1 q9 T , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
. &&m&,-SEAL
My commission expires 7 ':)-(0 -.)-00 a
Form SWU-102 Rev 3.99 Page 4 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed. '
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriafe manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 32.2-, feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 34.50 feet in the forebay, the sediment shall be removed.
r
BASIN DIAGRAM
(fill in the blanLv)
Permanent Pool Elevation 36 •Q0
Sediment Re oval El. 34. 50 75 0
-------------- - Sediment Removal Elevation 32.25 75%
Bottom Ele ation34.00 Flo---------`
----------------------�--------------------
FOREBAY
Bottom Elevation '31'':00 1r 25`7�
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Paae 3 of 4

Date
Design
Andrew and Kuske
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Data for RACINE CENTER FOR THE ARTS Page I
TYPE III 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems _
WATERSHED ROUTING
OSUBCATCHHENT [].REACH Q PCNJD
SUBCATCHMENT I = ENTIRE SITE DRAINAGE AREA
REACH 1 = POND OUTLET PIPE
POND 1 = SITE DETENTION POND
LINK
-> POND 1
-> REACH i

Data for RACINE CENTER FOR THE ARTS Page 2
TYPE III 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer_ Systems _
SUBCATCHMENT 1 ENTIRE SITE DRAINAGE AREA
PEAK= 8.38 CFS @ 12.02 HRS, VOLUME= .58 AF
ACRES CN SCS TR-20 METHOD
1.00 98 IMPERVIOUS TYPE III 24-HOUR
.71 50 GREEN RAINFALL 7.00 IN
1.71 78 SPAN= 10-20 HRS, dt=.l HRS
Method _ Comment - Tc {min))
DIRECT ENTRY Segment ID: 5.0

Data for RACINE CENTER FOR THE ARTS Page 3
TYPE III 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
REACH 1 POND OUTLET PIPE
Qin = 2.49 CFS @ 12.38 HRS, VOLUME= .46 AF
Qout= 2.48 CFS @ 12.30 HRS, VOLUME= .46 AF, ATTEN= 0%, LAG= 0.0 MIN
DEPTH END AREA DISCH
(FT)
(SQ-FT)
(CFS)
18" PIPE
0.0
0.0
0.00
.2
.1
.16
n= .013
.3
.3
.65
LENGTH= 30 FT
.5
.4
1.45
SLOPE= .005 FT/FT
1.1
1.3
6.22
1.2
1.5
7.26
1.4
1.7
7.92
1.4
1.7
7.99
1.5
1.8
7.92
1.5
1.8
7.43
STOR-IND}TRANS METHOD
PEAK DEPTH= .58 FT
PEAK VELOCITY= 3.9 FPS
TRAVEL TIME _ .1 MIN
SPAN= 10-20 HRS, dt=.l HRS

Data for RACINE CENTER FOR THE ARTS Page 4
TYPE III 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 _000479 (c) 1986-199.8_Applied Microcomputer Systems
POND 1
SITE
DETENTION POND
qin = 8.38
CFS @ 12.02
HRS,
VOLUME= .58 AF
Qout= 2.49
CFS @ 12.38
HRS,
VOLUME= .46 AF,
ELEVATION
AREA INC.STOR
CUM.STOR
(FT)
(SF)
(CF)
(CF)
31.0
143
0
0
34.3
709
1406
1406
36.0
3347
3448
4853
37.0
4385
3866
8719
37.2
4628
901
9621
38.0
5494
4049
13670
39.0
6669
6082
19751
40.0
7781
7225
26976
# ROUTE INVERT OUTLET DEVICES
ATTEN= 70q, LAG= 21.8 MIN
STOR-IND METHOD
PEAK STORAGE = 15777 CF
PEAK ELEVATION= 38.3 FT
FLOOD ELEVATION= 40.0 FT
START ELEVATION= 36.0 FT
SPAN= 10-20 HRS, dt=.1 HRS
Tdet= 155.6 MIN (.34 AF)
1 P 36.0' 1" ORIFICE/GRATE
Q=.6 PI r"2 SQR(29) SQR(H-r)
2 P 37.2' 1.7' x .3' ORIFICE/GRATE
Q=.6 Width 2/3 SQR(29) (H-1.5 - [H-Height]-1.5)
3 P 38.4' 16' SHARP -CRESTED RECTANGULAR WEIR
Q=C L H^1.5 C=3.27*.4 H/.5 L=Length-2(.1 H)

Data for RACINE CENTER FOR THE ARTS Page 5
TYPE III 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems _
WATERSHED ROUTING
O
0
0
{ )SNBCATCHMENT REACH Q POND
SUBCATCHMENT i = ENTIRE SITE DRAINAGE AREA
REACH 1 = POND OUTLET PIPE
POND I = SITE DETENTION POND
I I LINK
-> POND I
-> REACH 1

Data for RACINE CENTER FOR THE ARTS Page 6
TYPE III 24-HOUR RAINFALL= 9.00 IN
Prepared by ANOREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 000479_ L7 1986-1998 Applied Microcomputer -Systems
SUBCATCHMENT 1 ENTIRE SITE DRAINAGE AREA
PEAK= 11.73 CFS @ 12.02 HRS, VOLUME= .81 AF
ACRES CN SCS TR-20 METHOD
1.00 98 IMPERVIOUS TYPE III 24-HOUR
.71 50 GREEN RAINFALL= 9.00 IN
1.71 78 SPAN= 10-20 HRS, dt=.l HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 5.0

Data for RACINE CENTER FOR THE ARTS Page 7
TYPE III 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
H.ydroCAD 5..01 _000479 (c) 1986-1998 Applied Microcomputer Systems
REACH 1 POND OUTLET PIPE
Qin = 7.37 CFS @ 12.19 HRS, VOLUME= .68 AF
Qout= 7.38 CFS @ 12.19 HRS, VOLUME= .68 AF, ATTEN= 0%, LAG= .2 MIN
DEPTH END AREA DISCH
�(FT)
(SQ-FT)
(CFSJ
18" PIPE
0.0
0.0
0.00
.2
.1
.16
n= .013
.3
.3
.65
LENGTH= 30 FT
.5
.4
1.45
SLOPE= .005 FT/FT
1.1
1.3
6.22
1.2
1.5
7.26
1.4
1.7
7.92
1.4
1.7
7.99
1.5
1.8
7.92
1.5
1.8
7.43
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.23 FT
PEAK VELOCITY= 4.8 FPS
TRAVEL TIME _ .1 MIN
SPAN= 10-20 HRS, dt=.l HRS

Data for RACINE CENTER FOR THE ARTS Page 8
TYPE III 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 16 Aug 99
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 1
SITE
DETENTION POND
Qin = 11.73
CFS @ 12.02
HRS,
VOLUME= .81 AF
Qout= 7.37
CFS @ 12.19
HRS,
VOLUME= .68 AF,
ELEVATION
AREA INC.STOR
CUM.STOR
(FT)
(SF)
(C_F)_ _.
__..(CF)
31.0
143
0
0
34.3
709
1406
1406
36.0
3347
3448
4853
37.0
4385
3866
8719
37.2
4628
901
9621
38.0
5494
4049
13670
39.0
6669
6082
19751
40.0
7781
7225
26976
# ROUTE INVERT OUTLET DEVICES
ATTEN= 37%, LAG= 10.0 MIN
STOR-IND METHOD
PEAK STORAGE = 17255 CF
PEAK ELEVATION= 38.6 FT
FLOOD ELEVATION= 40.0 FT
START ELEVATION= 36.0 FT
SPAN= 10-20 HRS, dt=.1 HRS
Tdet= 122.8 MIN (.57 AF)
1 P 36.0' 1" ORIFICE/GRATE
Q=.6 PI r'2 SQR(2g) SQR(H-r)
2 P 37.2' 1.7' x .3' ORIFICE/GRATE
Q=.6 Width 2/3 SQR(29) (H-1.5 - [H-Height]^1.5)
3 P 38.4' 16' SHARP -CRESTED RECTANGULAR WEIR
Q=C L H^1.5 C=3.27+.4 H/.5 L=Length-2(.1 H)

PiR4!5- 4C46Gv4e-/t77o^%!`
c]
Outlet
Project Title: RACINE CENTER FOR THE ARTS - Project Engineer. JOHN A. KUSKE, III, P.E.
cMaestadlstmclracart.stm SITEWORKS DESIGN GROUP StormCAD v1,0
08/12/69 06:18:36 PM ©Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 06706 USA [phone] Page 1 of 1

is
DOT Report
Pipe
-Node-
Upstream
Downstream
Inlet
Area
(acres)
Inlet
CA
(acres)
Total
CA
(acres)
-Ground-
Upstream
Downstream
(ft)
-HGL-
Upstream
Downstream
(ft)
-Slope-
Energy
Constructed
(ft/ft)
-Section
Discharge
Capacity
(cfa)
-Section-
Shape
Size
Length
(ft)
Average
Velocity
(ft/s)
Description
P-3
1-3
0.47
0,45
0.45
39.50
38.46
0.002538
3.25
Circular
58.00
2.65
1-4
39.20
38.31
0.005000
4.57
15 inch
P-1
1-1
0.24
0.23
0.23
39.20
38.57
0.000662
1.66
Circular
140.00
1.35
1-2
39.20
38.48
0.003000
3.54
15 inch
P-2
1-2
0.21
0.20
0,43
39.20
38,48
0.002133
2.98
Circular
79.00
2.43
1-4
39.20
38.31
0.003038
3,56
15 inch
P-4
1-4
0.13
0.12
1.00
39.20
38.31
0.004271
6.86
Circular
50.00
3.88
Outlet
1 40.00
38.10
0.004800
7,28
18 inch
Project Title: RACINE CENTER FOR THE ARTS Project Engineer: JOHN A. KUSKE, 111, P.E.
c:lhaestadlstmcVacan.stm SITEWORKS DESIGN GROUP SlormCAD 0.0
0e/12l59 06:29:513 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 75&1666 Page 1 of 1

EROSION CONTROL AND STORMWATER MANAGEMENT NARRATIVE
RACINE CENTER FOR THE ARTS
WILMINGTON, NORTH CAROLINA
Kelm
RACINE CENTER, LLC
112 NORTH CARDINAL DRIVE, SUITE 102
WILMINGTON, NC 28405
910-452-2073
all- NO-` -21 =11
mill T Trio
oeceive�
AUG 181999
AUGUST 1999
PROD #
PREPARED BY:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 MARKET STREET
WILMINGTON, NORTH CAROLINA 28401
910/343-9653
910/343-9604 (FAX)
A & K #99118
D E M

NARRATIVE
PROJECT DESCRIPTION:
The project site is located within the Wilmington City Limits on Racine Drive. The total site
area is 1.71 acres. Approximately 0.20 acres will be disturbed off site to install an 8" City of
Wilmington Sewer main. The site is proposed to be developed into an ark center with
paved parking and access.
SITE DESCRIPTION:
As mentioned above, improvements will take place on the 1.71 acre site as show on the
attached plans. The site is currently covered with grass and trees. Grades on the site
range from .10% to 2.00%.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control measures.
Silt fence shall be installed around the site prior to grading as show on the attached plans.
The proposed detention pond will be used as a silt basin during construction and restored
to the proposed design contours prior to completion of the project. Erosion control
measures shall be installed around the drop inlets as shown on the plans to trap silt during
construction. Inspect the erosion control around the inlets after each rain to make repairs
as needed. Remove sediment as necessary to provide adequate storage volume for
subsequent rains. When the contributing drainage area has been adequately stabilized,
remove all materials and any unsuitable soil and either salvage or dispose of it properly.
Bring the disturbed area to proper grade, then smooth and compact it. Appropriately
stabilize all bare areas around the drop inlets. A gravel construction entrance will be
provided as noted on the plans. Maintain the gravel construction entrance in a condition to
prevent mud or sediment from leaving the site.
STORMWATER MANAGEMENT MEASURES:
The project site is located within the Wilmington City Limits. Land disturbing on the site will
exceed one acre which requires the site to comply with the state stormwater regulations. In
addition, the site will also have to comply with the City of Wilmington stormwater ordinance.
Therefore, the proposed stormwater detention pond will be designed to meet both state and
city design standards. This narrative will focus on the aspects of the state design criteria.
The stormwater detention pond will be designed to achieve 90% TSS removal. Critical
design elevations are detailed on the plans and in the
2

calculations. The required storage volume will be released within the 2-5 day drawdown
period as shown in the calculations. A forebay is provided at the head of the pond. The
forebay has been designed to handle 20% of the total pond storage volume.
A 10'vegetated shelf has also been provided at a 6:1 slope in the main part of the pond. A
vegetated shelf has not been provided in the forebay in accordance with Item 6 on Page 2
of the state stormwater guidance document issued to engineers and developers on
February 9, 1998. All stormwater runoff from newly created impervious areas will be
directed to the detention pond.
CONSTRUCTION SEQUENCE:
The contractor will install the gravel construction entrance and new silt fence prior to
beginning any grading operations. The existing detention pond will be used as a silt basin
during initial grading phases. The detention pond will then be fine graded to the proposed
contours shown on the plans and the outlet structure and pipe will be installed with rip rap
protection. Disturbed areas will be landscaped or seeded upon completion.
3

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to prevent
the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, sediment basins, check dams, and
construction entrances at the initiation of work, and have these measures reviewed and
approved by the local permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land disturbing
activities, provide permanent protective covering for disturbed areas. Temporary and
permanent erosion control measures shall be coordinated to assure economical, effective,
and continuous erosion and siltation control throughout the construction and
post -construction period.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 30 pounds carpet grass, 30 pounds Bermuda, 20 pounds Creeping
Fescue, and 20 pounds Kentucky 31 per 100 pounds of seed. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent. Mixture shall
contain 20 pounds rye per 100 pounds if planted November through March.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal posts
spaced not more than 6 feet on center. The bottom of the fabric shall be buried a minimum
of 6 inches.
4

2.8 Gravel for check dams shall be #57 washed stone.
2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as
shown.
2.11 Wood Stakes for tree protection shall be 4' tall, placed at 6' intervals at the dripline of
the tree to be preserved.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to work to
minimize erosion and siltation. Measures should include good construction practices,
temporary physical barriers to sediment travel, settling basins for new ditches, and
establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown
or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site property or
excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive erosion,
and for protection of seed beds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet and
wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh should be
installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1000
gallons per acre. Asphalt emulsion used for anchoring straw should be applied at a rate of
150 gallons per ton of straw.
5

3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site.
3.4 Sedimentation Basins are required for large ditches to provide for settling of sediments
prior to the ditch discharging offsite. Basins should be constructed with sufficient surface
area, a minimum 2 feet of sediment storage depth, and minimum 2 feet of freeboard to
provide for storage of stormwater and settled soil. Stone check dams shall be placed at the
discharge of each basin.
3.5 Vegetative Cover: Establish permanent vegetative cover on all unpaved areas
disturbed by the work.
3.5.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4 inches
and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous, and
fertilizer shall be applied during the scarification process in accordance with the following
rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.5.2 Seeding: Disturbed areas along roads and ditches shall be seeded with 2 to 3
pounds per 1000 square feet of the specified seed mixture during the period from
December through January. Seeding performed during the period from March through June
does not require Rye seed in the mixture and may be applied at a rate of 1 to 2 pounds per
1000 square feet. Seed shall be worked into the bed to a depth of 114 inch.
3.5.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore.
3.6 Construction Entrance: Provide an aggregate drive, 25 feet wide by 50 feet long by 6
inches thick at each entrance to the site used by construction vehicles, until such time as
the permanent roadway is constructed.
.A

3.7 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by the
structure. Permanent streambank protection and grassed areas shall be maintained until
completion of the project. Areas which fail to show a suitable stand of grass or which are
damaged by erosion shall be immediately repaired.
END OF SECTION
7