NCG120080_COMPLETE FILE - HISTORICAL_20100614

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
/v u& a OD Yc)
DOC TYPE
[ HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
❑ a D l o D e l
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
.tune 14, 2010
Mr. Stacey A. Smith, PE
Project Manager
Richardson Smith Gardner and Associates
14 N. Boylan Avenue
Raleigh, NC 27603
Subject: Request for Representative Outfall Status
South Wake Landfill
Stormwater Permit NCG 120080
Wake County
Dear Mr. Smith:
Coleen H. Sullins, Director
Division of Water Quality
On May 20, 2010, Raleigh Regional Office (RRO) representative Dave Parnell observed the
landfill site with you and Wake County staff while evaluating the facility for compliance with its
stormwater permits. During that inspection the current Representative Outfall Status (ROS) was
discussed, as well as possible changes.
In a correspondence dated June 8, 2010, you stated that adjustments to the current ROS
designations are required. The reasons cited were the recent expansion of the landfill operating
area and the fact that the erosion and sediment control features have been upgraded, resulting in
the renumbering of outfalls.
During the compliance evaluation inspection, it was noted that you and the county staff have a
clear understanding of the requirements of the NCG120000 permit and are currently monitoring
the outfalls as required. It is also understandable that the evolving nature of landfills require
periodic adjustments to the ROS.
Therefore; it is determined that the following outfalls can be representative of other outfalls at
this time:
Outfall # 1 represents the largest drainage area with the highest potential pollutant exposure
originating from the active landfill, vehicular traffic, and the leachate storage take area.
Approximately 54 acres drain into Sediment Basin #1 located on the southwest corner of the
site. This outfall is granted ROS and will be representative of outfalls #1 and #5.
Outfall # 4 represents the second largest drainage area with potential pollutant exposure which
originating from the active landfill and vehicular traffic. Approximately 39 acres drain into
Sediment Basin A located on the southeast corner of the site. This outfall is granted ROS and
will be representative of outfalls # 2, 43, and 44.
Outfall # 6 represents the third largest drainage area with the highest potential pollutant
exposure originating from the active landfill and vehicular traffic. Approximately 35 acres drain
into Sediment Pond No.3 located on the northern area of the site. This outfall is granted ROS and
will be representative of outfalls 96, 97 and #8.
0*A
DENS#
Raleigh Regional Office 1628 Mail Service Center phone [phone] Customer Service
Water Quality Section Raleigh, NC 27699-1628 facsimile [phone] 1-877-623-6748

South Wakc Landfill Request for Rcpresentatire Outfall Status Page 2 01'2
Junc 14. 2010
Sampling is required at the frequency and for the param terMMIT*M`ttie permit for OutfalIs
# 1, 44 and #6.
Because topography and activities change in a dynamic landfill situation, the above approval of
the representative outfall may be revisited/re-opened by the Division of Water Quality.
Sampling is required if new outfalls are added or if outfall locations are changed. In addition,
after analytical data is obtained from these locations, DWQ may revisit the request for
representative outfall status.
Please note that the representative outfall designation is only for analytical monitoring
requirements of the General Stormwater Permit. The qualitative monitoring; requirements are
still effective for all stormwater outfalls.
All sedimentation and erosion controls must be maintained as required by the sedimentation and
erosion control plan approved by the Division of Land Resources (DLR). At the time of plan
approval by DLR, the NCGO10000 stormwater permit was issued and must be adhered to until
the site has been stabilized and closed out. In addition, the facility must comply with the landfill
permit issued by the Division of Waste Management.
If you have questions concerning this letter, please contact me, Dave Parnell or Judy Garrett at
[phone].
me ely,
Danny Sm'
Surface ater Protection Supervisor
Raleigh Regional Office
cc;-SWP/RRO Files -
Central Files

A;A
NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
May 25, 2010
Mr. Tommy Esqueda, Director
Wake County Solid Waste Management Division
Environmental Services Department
P. O. Box 550
Raleigh NC 27602
Dear Mr. Esqueda:
Natural Resources
Subject: Compliance Evaluation Inspection
Stormwater Permits NCG120080 & NCG010000 (NCR002455)
South Wake Landfill
Wake County
Dee Freeman
Secretary
On May 20, 2010, Dave Parnell of the Raleigh Regional Office conducted two stormwater inspections at
your facility for the above referenced permits. The assistance of Troy Mitchell, General Manager from
Waste Industries, Stacey A. Smith, President of Richardson Smith Gardner and Associates, and Lee R.
Squires, from Wake County Solid Waste Management Division, was essential and was appreciated. See
the attached inspection reports. Please note, this letter is structured to give guidance for required
activities:
The NCG120000 permit was issued on January 4, 2008 and will expire on October 31, 2012. A
Stormwater Pollution Prevention Plant was produced during the inspection for my review.
Representative Outfall Status (RSO) was granted by this department in a letter dated December
18, 2008 sent by Ms. Judy Garrett of the Division of Water Quality. Please contact Ms. Garrett
with any request for changes to the RSO. Analytical sampling of stormwater discharge outfalls
(SDO) #l, #5 and 99 (RSO) are to be monitored as required by the NCG120000 permit. A
review of the Analytical Monitoring results indicated a period when the fecal coliform
parameter was elevated at two of the SDO. On June 16, 2009, fecal Coliform was reported as
6900 per 100 ml at SDO#1 and 6000 per 100 ml at SDO#9. These exceedances were attributed
to the presence of Sea Gulls at the facility. After measures were taken to eliminate the Sea
Gulls, the readings fell to acceptable levels and have not recurred. Records of Qualitative
Monitoring were also reviewed during my inspection and found to be in compliance of your
permit.
2. The Division of Land Resources has issued an approval for your Sedimentation and Erosion
Control Plan for the facility. A Construction Stormwater General Permit, NCGO10000 (referred
to as NCR002455 for the purposes of this inspection), is issued at the time of the approval. This
permit applies to projects that receive a Division of Land Resources (DLR) (or local delegated
program) Sedimentation and Erosion Control Plan approval for land disturbance of I acre or
NorthCarolina
Aaturatty
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet, www.rlcwaterquality.org 1628 Mail Service Center Raleigh, NC 27699.1626 FAX [phone]
An Equal OpporlunitylAffirma6ve Action Employer — 50% Recycled110% Post Consumer Paper

South Wake( C dfiWNCG120080`L IK§pection, May 20, 2010
. -
Page 2 of 2
greater. Specifically, the General Permit (NCGO10000) authorizes the discharge of stormwater
under the National Pollutant Discharge Elimination System (NI'DES) in accordance with Title
15A North Carolina Administrative Code 2H.0100. Further development of the record -keeping,
in accordance with this permit, was discussed with the staff during the inspection. To be in full
compliance with the NCG010000 permit, you would need to inspect all erosion control
measures and record their condition as required by the permit. For your convenience, i am
enclosing a copy of the NCGO10000 permit and inspection record keeping forms, and a
technical bulletin. This permit requires a rain gauge to be maintained on site, rainfall data to be
collected daily, weekly monitoring of all control measures (including silt fence), monitoring of
all control measures within 24 hours of a 0.5 inch rain event or greater, record keeping, and full
compliance with erosion control plan requirements. If you have any questions about the permit,
record keeping requirements, or other issues please do not hesitate to call me.
I discussed with the staff the possibility of using a form that is useful for the Qualitative (visual)
inspections of outfalls. It may be downloaded at http://h2o.enr.state.nc.us/su/documents/SWU-
242Qualitative Monitoring Forml 12608.pdf. However, there is also space for the same
information on the new one -page form you are receiving with NCGO1, so you may wish to use
it instead.
Thank you for your diligence in complying with the stormwater permits. If you have any questions or
comments about this inspection, please contact me at 919-791-4200 or dav_id.parnellnaQ ncdenr.g_ov.
Sincerely,
ZAvy Q1L
Dave Parnell
Environmental Specialist
Raleigh Regional Office
cc: RROISWP Files
Central Office Files
Enclosure: Compliance Evaluation Inspection reports
Construction Stormwater General Permit (NCG 10000), inspection forms and bulletin

Permit: NCG120080
SOC:
County: Wake
Region: Raleigh
Compliance Inspection Report
Effective: 01/07/08 Expiration: 10/31/12 Owner: Wake County Solid Waste Management
Division
Effective: Expiration: Facility: South Wake Landfill
Contact Person: Phil Carter
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Title: Director
Inspection Date: 0512012010 Entry Time: 10:30 AM
Primary Inspector: David R Parnell
Secondary Inspector(s):
Reason for Inspection: Routine
Permit Inspection Type: Landfill Stormwater Discharge COC
Facility Status: ❑ Compliant Q Not Compliant
Question Areas:
E Storm Water
(See attachment summary)
Certification:
Exit Time: 01:30 PM
Phone:
Phone:
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: NCG120060 Owner - Facility: Wake County Solid Waste Management Division
Inspection Date: 06120/2010 Inspection Type: Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
Page: 2

Permit: NCG120080 Owner - Facility: Wake County Solid Waste Management Division
Inspection Date: 05/20/2010 Inspection Type: Compliance Evaluation Reason for Visit: Routine
Stormwater Pollution Prevention Plan Yes No NA NE
Does the site have a Stormwater Pollution Prevention Plan? ❑ ❑ ❑ ❑
# Does the Plan include a General Location (USGS) map?
❑
❑
❑ ❑
# Does the Plan include a "Narrative Description of Practices"?
❑
❑
❑ ❑
# Does the Plan include a detailed site map including outfall locations and drainage areas?
❑
❑
❑ ❑
# Does the Plan include a list of significant spills occurring during the past 3 years?
❑
❑
❑ ❑
# Has the facility evaluated feasible alternatives to current practices?
❑
❑
❑ ❑
# Does the facility provide all necessary secondary containment?
❑
❑
❑ ❑
# Does the Plan include a BMP summary?
❑
❑
❑ ❑
# Does the Plan include a Spill Prevention and Response Plan (SPRP)?
❑
❑
❑ ❑
# Does the Plan include a Preventative Maintenance and Good Housekeeping Plan?
❑
❑
❑ ❑
# Does the facility provide and document Employee Training?
❑
❑
❑ ❑
# Does the Plan include a list of Responsible Party(s)?
❑
❑
❑ ❑
# Is the Plan reviewed and updated annually?
❑
❑
❑ ❑
# Does the Plan include a Stormwater Facility Inspection Program?
❑
❑
❑ ❑
Has the Stormwater Pollution Prevention Plan been implemented?
❑
❑
❑ ❑
Comment:
Qualitative Monitoring
Yes
No
NA NE
Has the facility conducted its Qualitative Monitoring semi-annually?
❑
❑
❑ ❑
Comment:
Analytical Monitoring
Yes
No
NA NE
Has the facility conducted its Analytical monitoring?
❑
❑
❑ ❑
# Has the facility conducted its Analytical monitoring from Vehicle Maintenance areas?
❑
❑
❑ ❑
Comment:
Permit and Outfalls
Yes
No
NA NE
# is a copy of the Permit and the Certificate of Coverage available at the site?
❑
❑
❑ ❑
# Were all outfalls observed during the inspection?
❑
❑
❑ ❑
# If the facility has representative outfall status, is it properly documented by the Division?
❑
❑
❑ ❑
# Has the facility evaluated all illicit (non stormwater) discharges?
❑
❑
❑ ❑
Comment:
Page: 3

Permit: NCG010000
SOC:
County: Wake
Region: Raleigh
Compliance Inspection Report
Effective: 05120/10 Expiration: Owner: Wake County Solid Waste Management
Division
Effective: Expiration: Facility: South Wake Landfill
Contact Person: Phil Carter
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
DWQ Tracking No: NCR002455
Title: Director
Inspection Date: 0512012010 Entry Time: 10:30 AM
Primary Inspector: David R Parnell
Secondary Inspector{s):
Reason for Inspection: Routine
Permit Inspection Type: Construction Stormwater
Facility Status: ❑ Compliant ❑ Not Compliant
Question Areas:
0 Construction
(See attachment summary)
Certification:
Exit Time: 01:30 PM
Phone:
Phone:
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: NCR002455 Owner - Facility: Wake County Solid Waste Management Division
Inspection Date: 0512012010 Inspection Type: Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
DLR or Local Program Inspection Yes No NA NE
# Is this inspection related to a DLR 1 local program inspection? ❑ ❑
# If Yes, what was the DLR 1 local program inspection date?
E & SC Plan Yes No NA NE
Is the site following its approved Erosion and Sedimentation Control Plan as indicated on DLMI-ocai Program ❑ ❑ ❑ ❑
Inspection Report?
Comment:
Erosion Control Measures Yes No NA NE
Is the site maintaining their erosion control measures as indicated on DLR/Local Program Inspection Report? ❑ ❑ ❑ ❑
Comment:
Approved E&SC Plan Yes No NA NE
Is a copy of the approved E&SC plan on site? ❑ ❑ ❑ ❑
Comment:
Rain Gauge
Is a rain gauge present on the site at the time of inspection?
Comment:
Rain Gauge Records
Is rain gauge data measured and recorded?
Comment:
Inspection Records
Are inspection records of erosion & sedimentation control measures and stormwater discharges complete?
Comment:
Other NCG010000 Permit Conditions
Is the site compliant with other conditions of the NCGO10000 permit?
Comment:
Other Water Quality Issues
Is the site free of any other Water Quality issues as noted during the inspection?
Comment:
Yes No NA NE
❑ ❑ ❑ ❑
Yes No NA NE
❑ ❑ ❑ ❑
Yes No NA NE
❑ ❑ ❑ ❑
Yes No NA NE
❑ ❑ ❑ Cl
Yes No NA NE
❑ ❑ ❑ Cl
Page 2

RICHARDSON Smrlln GARDNER
_.. - . & ASSOCIArrs
ENGB4EERING St GEOLOGICAL
SERVICES
NC LIC. NO. C-0828 (ENGINEERING)
June 10, 2009
Danny Smith
Regional Office Supervisor
NCDENR Division of Water Quality
Surface Water Protection Section
3800 Barrett Drive
Raleigh, North Carolina 27609
RE: South Wake Landfill
Wake County, North Carolina
Stormwater Control Permit NCG120080
Dear Mr. Smith:
On behalf of Wake County North Carolina, South Wake Landfill, LLC, Wake County North Carolina has
proposed modifications (copy attached) to the Sedimentation and Erosion Control Plan for the South
Wake Landfill located at 6000 Old Smithfield Road in Holly Springs, North Carolina. The landfill is
operating under coverage from two NPDES permits: NCGO100 (issued by the Division of Land
Resources) and NCG120080 (issued by the Division of Water Quality).
As described in the "Stormwater Management Plan for the South Wake Landfill (prepared by Olver Inc.,
Charlotte, N.C., March 2007), the landfill is expected to have a life of 25 years. After the landfill reaches
final capacity, the final cover system constructed and the associated stormwater control devices installed,
then the erosion control measures will be converted into permanent stormwater control measures. Due to
the long-term construction of the landfill, coordination between erosion control and final stormwater
management is critical.
The proposed modifications are intended to incorporate state of practice sedimentation control features
into operations at the landfill. The modifications are intended to enhance the efficiency of the existing
sedimentation and erosion control features and do not affect the requirements or long-term design
features of the Stormwater Plan. Upon final closure of the landfill, the structures and BMPs prescribed by
the Stormwater Plan will be implemented.
Based on the conditions of the Permit and conversations with the DWQ Stormwater Permitting Unit, we
do not believe that any action is required by the DWQ on this matter. However, we believe that DWQ
should be notified. If you require additional information or wish to comment, please feel free to contact
me at 919-828-0577, or email at [e-mail].
Sincerely,
J At
Gregory G. Mills
Sr. Project Engineer
CC: DWQ Stormwater Permitting Unit
Coleen Sullins, DWQ (w/o attachment)
David Pepper, Waste Industries USA, Inc.
Troy Mitchell, South Wake Disposal
attachment
14 N. BOYLAN AVE 4 RALEIGH, NC 27603 * TEL. [phone] • FAX [phone] # WWW,RSGENGINEERS.COM

1
�1
RICHARDSON SMITH GARDNER
ENGINEERING & GEOLOGICAL
SER ICES
tJune 9, 2009
John Holley, Jr., P.E., CPESC
' Regional Engineer
North Carolina Department of Natural Resources
Land Quality Section
' 1628 Mail Service Center
Raleigh, North Carolina 27699-1628
' RE: Erosion & Sedimentation Control Enhancements
South Wake MSW Landfill
Wake County
' Original Approval March 14, 2007
' Dear Mr. Holley:
The proposed modifications described in this document are submitted on behalf of
' Wake County Disposal, LLC (WCD), the operator of the South Wake MSW Landfill
located at 6000 Old Smithfield Road in Holly Springs, North Carolina. WCD seeks to
enhance the performance of selected sediment and erosion control features installed at
' the site. The proposed enhancements are intended to incorporate state -of -practice
sedimentation control features into operations at the landfill to assist the operator in
meeting basin discharge turbidity requirements. WCD would like to enhance sediment
' collection by using polyacrylamide (PAM), substituting fiber check dams (FCD) for
selected rock check dams, and by enhancing selected temporary and permanent
sediment basins by constructing sediment collection "forebayi° areas within the basins.
' In general, the sediment collection forebay areas are planned to collect sediment from
low -flow rain events in a localized area within the basins, and therefore allow easier
cleanout. Adding PAM to the storm water is expected to increase the needed frequency
' for sediment basin clean -out, so making clean -out easier is desirable.
On March 14, 2007, the North Carolina Department of Environment and Natural
' Resources Division of Land Resources (DLR) issued a Letter of Approval for the
Sedimentation and Erosion Control Plan for the South Wake Landfil12 prepared by
Olver, Inc. (Charlotte, North Carolina) on behalf of Wake County (the permit holder).
1
' The sediment collection areas referred to in this correspondence as °forebays" are neither intended nor
designed to function as DWO Wet -Pond Vegetated Forebays.
2 When DLR issued the Letter of Approval, they required six modifications to the Sediment and Erosion
Control Plan for the South Wake Landfill. These modifications were included in the revised plan issued
by Olver, Inc. dated April 2007,
14 N. BOYLAN AVE • RALEIGH, NC 27603 • TEL. [phone] • FAX [phone] • WWW.RSGENGINEERS.COM

John Holley Page 2 '
June 9, 2009
The site was granted coverage under the General Stormwater NPDES Permit '
NCG010000. The Wake County government has reviewed and approved the proposed
enhancements in a letter dated June 91h (attached). WCD requests that the following
enhancements be accepted as modifications to the current plan: '
Polymer Addition to Stormwater. PAM will be introduced to the stormwater
runoff in accordance with the manufacturer's instructions and Section 6.8.2 of the '
most recent version of the North Carolina Erosion and Sediment Control
Planning and Design Manual. The specific polymer will be determined based on '
the most effective performance during bench tests. PAM is proposed to be
placed:
•:• on coir wattles to be installed across channels (as fiber check dams); '
•:• on selected slopes, either by broadcasting over existing vegetation, or by
adding PAM to organic erosion control blankets or similar, manufactured '
materials; and
As floc -logs at the drop inlets and/or culverts that flow directly into the
basins. '
In general, PAM will be added as far upstream from the discharge point as
practical to allow the maximum time for blending with the storm water. The exact '
locations of PAM addition will be determined based on the effectiveness of the
treatment in reducing suspended sediments, but the initially planned application
areas are shown on Figure 1. The specific PAM chosen for the site will depend '
on the outcome of bench tests to determine the effectiveness of various
polymers. Preliminary tests indicate significant turbidity reductions with PAM
products marketed by Applied Polymer Systems as 712 (powder) and 705 '
(granular), although the specific product used may depending on effectiveness,
availability or cost. Similarly, the exact application quantity will be determined in
the field, based on observed results. The soil types subjected to runoff may '
change, due to different soils present in new (previously approved) areas of
disturbance, or due to different soil types in stockpiles of soil brought in from off -
site. If stockpiled soil types differ from those initially tested, alternative PAM '
products may be used from time to time.
2. Add a Sediment Collection Forebay to Sediment Pond No. 1. To prevent
'
sediments from accumulating across the entire (approximately 9 acre) sediment
pond, a forebay structure is proposed for (permanent) Sediment Pond No. 1.
The forebay will be constructed in the southeast portion of Sediment Pond No. 1
'
(Figure 3). The forebay will be approximately 250 long and 60 feet wide, in the
location shown on Figure 4. The forebay will be formed by constructing an
embankment within the existing limits of Sediment Pond No. I. The top of the
'
forebay embankment will be at Elevation 281.4 feet, which is 1-foot lower than
the top of the embankment around Sediment Pond No. 1. An approximate
section of the sediment collection forebay embankment is shown on Figure 5. A
25-foot wide spillway at Elevation 279 feet will pass flow from the forebay to the
_ 1

' John Holley
June 9, 2009
Page 3
primary pond. Calculations for the forebay (attached) route both the 10-year and
25-year storm events through the forebay.
' 3. Modifications to Temporary Sediment Basin A (Stormwater Permit Outfall
No. 5). Plunge pool/sediment collection forebay areas (Figure 6) will be
constructed at both inflow locations to Basin A to allow sediment to be collected
1
I
Ili
C
before reaching the skimmer or emergency spillway. Porous baffles will be
installed at the plunge pool/sediment collection forebay areas to encourage
sediment collection (Figure 6). The areas will be approximately 1,000 square
feet and 2 feet deep. Constructing the sediment collection forebays will allow
equipment easier access to the basin for sediment removal, facilitate clean -out
and enhance the performance of the basin. The location of porous baffles will be
modified to promote sediment accumulation in the sediment collection forebays.
The forebays will add a slight increase in storage capacity of the temporary
sediment basin, but not sufficient to affect the hydraulic performance of the basin.
4. Excavating a Sediment Collection Forebay for Sediment Pond No. 2. The
southern end of permanent Sediment Basin No. 2 (Figure 7) will be excavated
by as much as 4 feet (to approximately Elevation 302 feet), and an embankment
will be constructed to create a forebay/sediment collection area within the
existing basin. The embankment creating the sediment collection forebay (at
elevation 304) is approximately 3-feet lower than the principal spillway (Elevation
307 feet). The excavation will yield approximately 240 CY of soil, of which
approximately 140 CY will be used for the embankment. Therefore, constructing
the forebay will expand the capacity of the basin by approximately 100 CY (or
approximately 2500 cubic feet of additional storage capacity). The existing 24"
diameter culvert into the basin will be relocated (also shown on Figure 7) so that
flow will enter the basin through the forebay. The forebay is expected to
decrease any turbidity in the discharge from the basin and create an easier
location for sediment clean -out.
5. Construct a Sediment Collection Forebay in Sediment Basin B. To contain
sediment in a localized area, a low dike will be constructed across temporary
Sediment Basin B (Figure 8), creating an area approximately 60 feet long by 30
feet wide and 1-foot deep for sediment collection. The top of the dike will be at
Elevation 284 feet, approximately 2 feet lower than the perimeter berm for
Sediment Basin B. A 10-foot wide vegetated spillway (Figure 9) will allow
discharge from the sediment collection forebay into the sediment basin. The soil
used for the berm to create the sediment collection forebay will consume some of
the available storage volume in the sediment basin; however, the capacity of the
sediment basin is approximately 5 times greater than required for the
(approximately 1-acre) drainage area. Routing calculations for the basin and
forebay are attached.

John Holley Page 4 '
June 9, 2009
6. Substitute Fiber Check Dams (FCD) for Rock Check Dams. Recent studies3 '
indicate that FCDs can be more effective at removing sediment than rock check
dams. WCD is planning to use FCDs on a trial basis to determine their
effectiveness at this site. FCDs will be installed across channels so that the top '
of a downstream check dam will be at the same elevation as the base of the
adjacent upstream channel. At this time, WCD does not plan to replace all
existing rock check dams with FCDs, but would like the option to use FCDs in '
future construction and/or maintenance. Initially, FCDs will be installed in
Channel DC -A (east of the landfill, draining to Sediment Basin A).
We appreciate your prompt attention to this request for modification. If you have any '
questions regarding these proposed modifications, please do not hesitate to contact
David Pepper of Waste Industries USA, Inc. or Greg Mills, P.E. of Richardson Smith '
Gardner & Associates, Inc. at 919-828-0577.
Sincerely '
Richardson Smith Gardner & Associates, Inc.„04+� + ►►rb,
!�1 CAR,p�
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SEAL
024935 8 ,
Gregory G. Mills, P.E. CIO.
Sr. Project Engineer
CC: Coleen Sullins, Division of Water Quality (DWQ) G
Troy Mitchell, Wake County Disposal, LLC
David Pepper, Waste Industries USA, Inc. ,
attachments
3 King, Scott E. and Richard A. McLaughlin, "Fiber Check Dams and Polyacrylamide for Water Quality I
Improvement," North Carolina Cooperative Extension,
http://www.soil.ncsu.edu/publications/Soilfacts/AG439-71 W.pdf (April 2009).
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SHEET 5 OF
PROJECT SOUTH IN aKE �-/� hlDFf t�L _- JOB NO. 5wK -09-7
,�,,
DATE M 2 ba
SUBJECT SEDIMENT PO"ju N/0 COMPUTED BY: C^ _rh;41S
CHECKED BY:
{
i
RICHARDSON SMITH GARDNER
74 N. BoyW n.s�.� pA 919-12"577
RUI.'i(h,N.C. 27607 Gx'90-92JW999

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So U_T Iq V Y 1`} E L A � V D ILL SHEET OF
PROJECT _ JOBNO. swAKf -09 -7
n DATE MAY 1009
SUBJECT 3 AS IN COMPUTED BY: C-i �!5
CHECKED BY:
E ,

WAKE
COUNTY
ids)Wfl1 (hliC'•? €D:i
June 9, 2009
Mr. David Pepper
Waste Industries
3301 Benson Drive
Raleigh, NC 27609
Environmental
Services
Project: South Wake Landfill; Revised Erosion Control Plan
Dear David:
TEL [phone]
FAX [phone]
Solid Waste Management
P,0. Box 550 • Raleioh. NC 27602
We were provided a draft copy of a proposed letter and associated documents to NC DENR Land
Quality Division for the purposes of revising Wake County's currently approved Sedimentation and
Erosion Controi Plan. We were asked to review and provide comments/approval of this submission
to DENR.
The original Sedimentation & Erosion Control plan for this project was developed by Olver
Incorporated on the County's behalf by Mr. Ed Shuffler. We have had HDR review the proposed
letter and associated documentation since Mr. Shuffler now works for HDR and find that the
proposed improvements are acceptable for Waste Industries purposes. Being that these changes are
not being requested or dictated by Wake County, it is also our understanding that ali costs
associated with this effort (fees, design, construction, etc.) are the responsibility of Waste
Industries.
Please note that the use of polyacrylamide's (PAM's) as part of this work as proposed should follow
all DENR requirements (Land Quality and/or Water Quality)
Please feel free to proceed with the appropriate steps in seeking approval of the plan revisions,
subject to the above comments. If a revised Financial Ownership Form is required please let us
know.
Sincerely,
Lee Squires, PE
Solid Waste Facilities Manager
cc: Tommy Esqueda, PE
Troy Mitchell
John Roberson, PE

This page intentionally left blank.
1

SHEET 1 OF 2
PROJECT S&S Enterprises LLC, Gulfport, Mississippi JOB N0. SWAKE-09-7
DATE _ _April 30, 2009
SUBJECT Analysis of Design Storms COMPUTED BY G. Mills
CHECKED BY -r WX
Objective "I'o compile the expected design storm depths and intensities over various return periods. "I'hese
design storm values will be used in various calculations.
References Rainfall frequency and instensity data was obtained from the NOAA National Weather
Service website at:
http://hdse.nws.noaa.gov/cgi-bin/hdse/bulIdout.per]?type=idf&units=us&series=pd&state
name=NORTH+CAROLINA&stateabv=sc&study=orb&season=Ai l&intype=3&plat=&pl
on=&liststat1on=0&sl at=3 5.6746&sloe=-78.852&mlat=Mouse+Lat&mlon=Mouse+Lon
DESIGN STORMS.WPD
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
it

21
POINT PRECIPITATION
`.
FREQUENCY ESTIMATES
sip,
FROM NQAA ATLAS 14
Nor4h Carolina 35.6746 14 78.852 NV 314 feet
from "Precipitation-Frcqucncy Atlas of the United Slates" NQAA Atlas 14, Volume
U.M. Bonnin, D. Martin, B. Lin, "I'. Pnrzyi M.Yekta, and D Riley
2, Version 3
NQAA, National Weather Service, Silver Spring, Maryland, 20N
Confidence Limfis
Seasonality
}atrrcicd.'fhu Apr 302009
Location Maps Other Into G15 data
Maps Docs Return to State Ma
'
------
;------io--_
-_15
Precipitation Intensity Estimates (in/hr).-.-�____T_._________._.__-.._-_.___..-.--.---_-
---- --- -- ----
-cu
Zo '
45
ARI*
(years);
5 mrn
min
I min
:ioT--
min
rnin
42u
I n1in
3 ]tr fi lu
12 hr:
24 hr. 48 hr
I
4 da
7 da '
�"`y
�o
(dam
�0
..dam ;
daZ
�a
i
F ' 4.93 3.94
3.28
2,25
1.40 (1.82 0.58 {].35 0.20 0.I2 0.p7 0.04
-f
0.03 0.02
0.01 .0.01
0.01
0.01
1.68 �0.98T l0.69 0.42- 0 24 �0.15 �0.08 �.05
0.03 I0.02
�0.02 0.01
OA]-�0.01
'
�5 6.62 5.30
4.47
3. 18
2.44 1.21 0.86 �0.520.30 0. l 8 0. I 0 0.06
0.04 0.03
O.U2 0.02
OA [
0.01
110 7.37 I5 89
496
�3.G0
�2.34 11.40 � 1.00 10.36 1021 1D 12 I0.07
I0.04 �0.03
�0 U2 02
IO 01
:I0.01
25 8.12 6.48
5.47
4.05
2.70 1.64 1.18 0.72 10.43 0.25 0.14 0.08
0.05 0.04
0.02 0.02
0.02
0.0I
50 8-70 6.92
�5.85
�4.40
2,98 11.84 ] .34 j0.81 104 028 0.16 0.09
_
-
0.06 0.04
U.03 0.02
Ili
0.01 !
9.20 7 32
b I6
4 72
3 �> 2 02 { 49 0.91 0.55 0 32 0 18 0 10
0 OG U 05
0 03 0 02
�0 02
0 02
1100
200 9.65 7.G5
-���
6.44
i5.01
t
,.51 2.22 �I.65 I1.01 I0.62 0.35 0.20 0.1 ]
0.07 0.05
0.03 0.42
j0.02
0.02
500 1 D, i 5 �8.03
I6.74
15 36
3.85 I2 47 �l 86 1 1 15 10.71 OAO f 0 22 10.12
4.08 0.06
�0.04D.43
0.02
1a.az
'
1000 10.56 8.32
G.9G
�5.63
4.11 �2.G7 2,05 �1.27 i0.79 0.43 ,0124 I0.13
0.08 O.OG
0.04 0.03
0.02
�0.02
T he se precipitation frequencyestimales are based on a partial duration series. ARI is the Average Recurrence Interval,
Please refer to NOAAAIIas 14 Document for more information, NOT E: Form aning forces esiim ales near zero to appear as mro.
'
x Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
'
ARI** 5
Fen
-_l
W15
Imm30-
LLfiO
120 3 _
(nrin
_ ( _
I
i2
24 48
�hr
-4__
------
--10
Ida
20
f
30
45
60
�ia
ears
(years)
min
min
min
min
hr
h►'
1u•
hr
I cla l'
day
y
y
day
y
y
day
y
Y, ,
539 4.31
3.59
�2.46
1.53 0.90 0.64 0.38 0.22 0.13 O.D7 0.04
0.03 0.02
0.01 0.01
0.01
O.DI ;
-�
16.31 OS
�4.23
�-
2.92
�-��0.16 .07E
] .83 1
�6150
�0�
0.0-,0
10.01�
0.012
�_-.5 7-25 5.80
4.89
3A8
2.23 ] .33 0.95 D.57 0.33 0.20 0.1 l 0.06
0.04 0.03
0.02 0.02
0.01
0.01
10 8.04 �6.43�
�5.42��3.93
�2.56 �1.54 11.1110-66�-� 10.39 1U.23���1 1 1- 0.07�-10,05-����0.04
[0.02 :�0.02'
I0.02-
10,01-
25 8.87 7.07
5.97
4.42
294 1,80 1.30 0.78 0.47 .0.27 0.! 5 0.08
4.05 D.04
0 03 0.02
0.02
0.01
50 90 7.55
4 80
3 25 2 02 , 47 89 0 53 34 0 ] 7 09
�.06 O
0;-02
4.02
U4
100 ,� 798
b.72
2
5.15
1 4 4
3.55 2. 3 64 99 0.66 I '3 0.17 ��
US
0 5
0.03
F 3 , 0.02
0.02
�
:
0.02 1
200 ' 10.54 �8.35
-500l 1 A877
�7.03
�.355.85
�5.47
3.84 2.43 11.8 ] �1,10 0.67 �0.38 0,21 11 1 `�0,47
--------------
4.20 �2.71 �2.05 �1.25 �0�770.43 0.24 ' D.i 3
0.05
0,08 �0.06-�D
�0 03 ' 0.03 �
04 O.D3
0.02
0.02
'�0.02
0.02
!
II)00 1 1.54 9.09
7,61
6, I6
4.50 2.94 225 1.38 0.86 0.47 ; 0.26 0. 14
0.09 0.07
0 04 0.43
0.02
' O.U2
The upper bound of the confidence interval at90%confidence
"These precipitation frequencyestimates arebased
level isthe value which 5% of the simulated quanlile values fora given hequencyare greaterthan.
on a partial duration series. Ai the Average Recurrence Interval.
Please refer io NOAANIas 14 Document for
mare information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 901/r confidence interval
'
Precipitation Intensity Estimates (inlhr)
**
{ RIrs) n 15 30
60 120 3^ 6 12 24 48 4 7 10
�hr
20 i._ 30 45 60
±i min min
n5n rn
min min .` hr ,I hr hr € hr day day '� day
day day f�daY day .`
i of 4 4/30/2009 12:51 1

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1
1
1
1
1#4
1
F52
I3.61
3.01
2.06
1.2$ 0.75
0.53
0.32
0.19 0.1 1 0.06 0.04
0.02
0.02
1OA 1
O.0 I U.OI�
U.0 I
2
�5.28
I4.22
I3.54
�2.45
Il .53 0.89
�0.63
0.38 '�0.22
0,14 I0.08 I0.04
_--- .
l0 03 .�0.02
10.02
I10.01 i0.01
�0.01
-5 -
6.07
4.86
4J0
2.91
1.87 l.la
0.7$
0.47
0.28 0.17 0.10 I0.05
0.03
0.03
0.02
;0.01 ID.OI
0.01
10 J
�6.73
�5.38 -
�4.54
3.29
r2.14 1 27
�D.9 f
0.55
0.32 - 0.20 0.1 1 I0.06
0.04 '�0.03
0 02
10.02 10.01
I0.01 -
(
5
4
3.69
1
00
0025 013 00
005
002
Oa I7.39
�5
7.$8�$
.2-
5.30
�.991_
6
r.20
0.73
.44 0.26
�0r�0
050
�0.04D.o3
-0m0.02
0.02
0.01
--
18.29
6.59
--
5.5
4,
2.93 80
1.33
81
9 0.29 0.09
0..06
f0.
0.04
0.03
i
0.02 0.02
�100 0.01
200
8.65
6.86
5.77
4,49
3. 5S I.9G
l .46
0.89
0.54 0.32 0. 18 I0. l U
0.06
0.05
O.U3
4; 02 jU.02
a 02
500
I9.02-
�7.13
15.99
`4.76
I3.42 I2.16
�1.63
1.00 :
0.61 0 36 �0.20 I0.1 ]
0.07
�0.05
6.03
0.02 10.02
�0.02
1000
9.31
7.33
6.13
4.96
3.62 2.32
1.77
, 1.09 ',
0.67 0.39 0.22 0.12
0.08
[OA6
0.04
0.03 10.02
0.02
The lower bound of the confidence interval at 90%confidence level Is the value which 5%of the simulaled quartile values fora given hequercyare less ihan.
"These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Inlerral.
Please refer
to NOAAAIIas 14 Document for more information. NOTE: Formatting preaents estimates
near zero to appear as zero.
Text version of tables
10
7
L
I, . 7
0.2
.1
07
.05
4- . 03
i; .02
.�1
L
L
s
Partial duration based Point IDF Curves - Version: 3
35.6746 N 78.852 W 314 ft
ti
y
a_
I t
1 €
I i
I
I
I
1
f 1
fj
f
.IJk71 '
r r
-
i I I I
U7 IA ,7
Thu Apr 30 12:52:29 2009
Maps -
ti r
r r;.
I +
C E L L L L t L L L L D. 7, 7' T T T 7} 7; 7; 7,
E I I I I I I I I I a z M -., z
I I CU CO 00 P1 06 00 I I 1 I I I I I I I
'D a, Duration -� -+ ru C0 T L
Average Recurrence Interval
(years)
2-year -e- 10©-year -
111--y1 --u-- 113G-ye&r -µ
25 ueal' ;'' 1007-urear --fj
4/30/2009 12:51 PM

i of4
L
1
3 �
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1
:
_.,-.._.,.... i J e i t
t r i .........
..:4
i 4d
s
I i
z
�,A r1 '
�, ll LDS
I
i i i i 1 i
1 2WW 11 old 1 cio"bi 1a17"td 70"" J
These maps were produced using a direct map request from the
U:S.Census Bureau MapQg and Carlograohic Resources
Tiger Map Server.
_, !'lerr.� c rrnd dA rlrnnlc'r' l err nxu c• mJ ornKurun.
i�
ri: LEGEND
State
— Connector
- - County
Stream
Indian Resv
Military Area
} Lake/ Por1(11Oc ear)
Fiat i ona l Park
--- Street
Other Park
..�.... Expressway
i.... l City
Hi9f)way o
:5— C[ur)ty�) 8 rni
- Scale 1: 228583 Q q 16 le 111p k,rn
r. �avera�e--true scale depends
un rnonit.or rYsolutiorl
Other Maps/Photographs -
View IJSCS digital ortho bolo quadnanEle DO covering this location from -I erraServer; USCS Aerial Photograph nny also
be available
from this site. A DOQ is a computer -generated image ofan aerial photograph in which image displacement caused by terrain relief'
and camera
tilts has been removed. It combines the image characteristics ofa photograph with the geometric qualities ofa map. Visit the USGS
for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
1
Precipitation frequency results ore based on data from a variety of sources, but largely NCDC. The following links provide
general information '
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations
used in this study,
please refer to NQAAAtlas 14 Document.
4/30/2009 12:51 I�

13
1
1
1
1
1
1
1
1
1
1
Using the f\ationaI Climatic DnI:i Center's (NCDC) station search engine. locate other climate stations within:
f/-30 minutes ! _0R... +/-1 degree ofihis location (35.6746/-78.8520). Digital ASCII data can be obtained directly from
NCDC.
Hydrometeorological Design Suuties (enter
DOUNOAAINational Weather Service
1325 Fast -West Highway
SilverSpting, NID20910
[phone]
Questions?: HDSC Questiuns(rr�nu,ta gus
I liscbimer
4/30/2009 12:51 FM

's POINT PRECIPITATION
FREQUENCY ESTIMATES
y FROM NOAA ATLAS 14
North Carolina 35,6746 N 75.852 W 0 feet
From "Precipitation -Frequency Allas ot'the United Slates" NOAA Atlas 14, Volume 2, Version 3
G.M. 13011nin, 1). Martin, B Lin, 1'. Parzybok, M.Yckla, and 1). Riley
NOAA, Nalionni Weather Scrvice, Silver Spring, Maryland, 2004
Daracsed- Thu Apr 30 2009
Confidence Limits j Seasonality Location Maps Other Info. GIS data Maps Docs Return to State Mal
Precipitation Frequency Estimates (inches)
ARI*
(ye rrs).
5
rnnr
ID
min
15
min
30
mm
60
min
12l}
3 h
he
12 hr
24 hr
48 In
I
10
ci ry
( 2(}
An
30
d�
45
clak
6Dhi-6
dory
min
'---
1
0.46
0.73
D9l
1.25
1.56
1.84
1.99
Z.42
2.85 3.39 3.92 4.44 5.16 5.82 7.82 9.66 1 ].92 14.28
2
�0.53
r0.85
I1.07
F--
�1.85
�2.19
I2.37
I2.87
f 3.39 �4,13 - I4.75- I5.38 �b.21 �6.97 `9.32��r11.47 �14.1 t I16.85'
0.60
0.9C
1.22
1.73
2.21
2.67
2.91
3.52
4. ] 8 5.33 6.10 6.84 7.80 8.64 1 1.32 13 .80 16 .86 19.91
h 10- -I0.69
�1.10
�1.39
.02
I2,63
�3.24
�3.54
I4.30
r5.12 J6.35 I7.25 �8,05 I9 12Y I ] 0 02 I12.98 I15,671I1..9.14 I22.37
25
10-78
1.24
1.57
2.32
3.09
3.89
4,31
5-2,4
6.29 7.85 9.00 9.82 1 1.01 ! 1.99 15.32 18 23 .22,34 25.73 :
50
I0.$6
1.36
I1.73
2.60
3.52
4.51
5.05
I6.17
7.45 I9.I4 I0.5I 1 1.30 I2.58 I3.G2 17.24 120 28 24.94 28.39
I 100
I093
I1.47
I.86
12.85
[392
15.12
I5.80
�7.11
18.64 I10.55 I12,20 I12.91 �I4.27 II5.37 119.25 122.38 27.65 I31.08
21}Il
E.00
1.58
�1.99
3.10
4.35
5.78
6. 22
8.14
9.96 12.11 14.08 14.66 16.07 17.23 21.37I24.54 30.48 33.81
SDO
�l 08
�1.71
�2.I S�I3
42
I4.91
6.66
�7.74
19.56
II 1.81 I14,43 116:91 1,17.33 f 18.6R I19,89 �24.36 128 4934.42 I37.58
1000
1.16
1.83
2.30
3.72
5.43
7.49
8.83
110.95
13.64 1 fi.40 19.35 19.74 20.87 22.08 26.76 129 81 37.57 40.37
'These precipitation frequencyeslimates are based on a partial duration series. ARI is the Average Recurrence Inlervdl
Please refer to NOAAkas 14 Document for mere information, NOTE: Formatting forces estimales near zero 10 appear as a:ro,
* Upper pound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
t\ftt**
5
10
15
30
60
120
3
6
12 24
48
4
7
10
20
36
45 GO
(years)
f-.
min
050
min
080
min min
00 1.38
ruin
ruin
2.03
hr
2
hr
2.70
hr hr hr day day day day day day f day
38.39
20 34.31 4.86 561 6.29 0-30 2.71 15.14
1.72
I 2
I0.58
10,93
II.l7 I1.62
I2.03
2,42
2.64
�3.21
3.81 I4.51 I5.22 I5.88 6.77 I7.55 IlD.DO I1224.,I15.04 I17.88
F
0.66
' I.05
1.33 1.89
2.43
2.95
3.23
3.94
4.68 5.82 6.69 7.48 8.50 9.35 l2. 16 ] 4.71 '', 17.98 21.1 1
I- I00-761.21
�1.53 �2.21
�2.88
�3.56
�3 93
4.80
�5.73 �6.91 �7.95 I8.79 �9.91 r10,82 92 I-]6.69 20.37 I-23.71
85
1
72 4
12
33825
4.77
583
789191
224.27
.01 .52 .83 0.7012.94 693.78:7.28D
�
0.94
IA
1.89
58
1
8.28 9211.48 I12.31 13.66
14.71 18502].6,�26.56�0.1l1
I
100
1.01
1.6 I
2.04 3. ! 2
`,` 4,29 ,
5.62
6.40
7.87
9.59 1 1.44 13.34 14.09 15.50 16.G 1 20.G8 23.92 29,50 ; .-6
-200
Ii.D9
I1.73
w
2.18 ,f 3.39
14.76
6.34
_
�7.29
I8.99
_ _ _ ._._- _ _
11,04 �13.15 f 15,43 f 16 03 �17 Sl �18.G6 �23.02.�26.31 �32.61 I36.02
SDO
�.18
I1.87
�3 75
'f5-3$
I7.31 :�8.54
j10.56
�13.0915 74 �] 8.61 I19.03 �20.44 f21.G9 IW2G.37 I29.62 f37 01 ;I40.14,
IOOD
127
2
2.52 408
2
2
5
22.96 24.20 29.12 32440.Sb .43.4 ]21.82S
721.4i
'The upper bound of the confidence interval at 90% confidence level is the value which 5% of 111e simulated quantile values for a gmn frequencyare greater than.
" These precipitation frequencyeslimates are based on a partial duration series. ARI is the A,erage Recurrence Interval.
Please refer la NOAAWIas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound
of the 90°/. confidence interval
Precipitation
Frequency Estimates (inches)
[((ARI**
5 PI
min jin '
15
min
mm
min
mrn
Fr
612
hr
hr
24
hr .
48
hr
4
da
7
da 1
1030
da
da
day
45 60ears
day da '
of 4 4/30/2009 l l :57 1

7/35
0
jI,8D
D7 20,42 7.3
24
3I 13.46
r-_--
0.78
0.98
.692
.36I4,955.74 48 87215.901.9912.142.59 3.5 3801.35
5-
0.55
0.88
].l I
1.58
2.42
2.42
2 62
3.17 3.75 4.91 5:59 6.29 7.19 8.02 �10.b0 12,96 15.83 18.79
10
I4.63
�1.00
I1.27
1.84
239
12.92
3.19
�3.86 4.58 15.82 16.63 f 738 �8.38 �9.26 (12.12 4.67 f 17.92 �21 U7
'
070
1.12
142
210
2.80
350
13.5
468 5.59 714 8.6 8.93 05 .02 .23
24.121
I48I25
0.77
11.231.56
4950
IIG.5089,45 1021 II1.41
I5.47 l6.58 12.4415.9318,R4 23.1 I�
100
�0.83
�1.32
�67
12.56
r3.53
I4.57
5.13
I6.26 I7.56 I9.43 ]0.85 �1.56 I12.82 13.91 �17.67 �20 66 r25.45 i28.86
200
0.89
1.41
1.78
2.77
3.89
5.12
5.80
7.1 1 8.62 10.76 12.36 E 2 9$ 14.31 15.46 19 45 22 51 27.85 31.18`
500
0.96
1.519
.91
3.03
�435
5.84
6.72
_.._
8.25 10.07 12.52 14.56 I15.10 1638 17.60 21.85 24.96 �31.08 I34.25
'
1000
102
1 61
F2. 02
3 27
4 78
F6,51
7.58
9 35 1 1 48 14.U2 16 39 16 98 18 08 19 30 I23 72 26 82 33 60 36 55
_ ......... _............. . ...
The lower bound of
-These precipitation
the confidence interval at 90%confidence level is the value which 5%of the simuIaledquarlile values for aghen frequency are less than.
frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please reler
to 11111 on,
for more
iniormalion. NOTE:
Formatting
prevents estimates near zero to appear as zero.
Text version
of tables
Partial
duration
based
Point
Precipitation Frequency Estimates - '•lersiorp:
35.6746 rl 75.852 W.0 ft
Il
1
42
40
38
36
34
32
30
28
t
Q
24
a 22
18
16
14
U
a I2
i
a- 1 0
8
6
4
2
I
1 2 5
Ti Apr 30 11:59:08 2009
'
I
i
3
i J
i
10 25 50 too 200 500 1000
Average Recurrence Interval (years)
Duration
5-min - 4c-hr 30-dRg _..h._.
10-rain 3-1 4-day ---
i' •u.iri -r- }. _t- 7-day
r Ej--hiirl --+-^ 12-hr• -� 10-�da. -+-
3F
............ 24-1)r -o- 20--elnu ....{{....,
If 4 4/30/2009 11:57 AM

Partial duration -based Point Precipitation Fre{j'_eriey E_+ima+es - ',version: :3
35.6746 Pi 75.852 l! 0 #'t
4
40
36
34
32
30
23
26
q 24
2y
+ 1
'4
i' 1 F.
14
12
'L
L 10
i
B
6
4
EI
= L L LIL
L L L
t.1,
7'
7' 7
Zr-
Zr' 7' _*'
7'
7'
7'
I t t t S
L
t
'A
'A 'A
00
'A 'A '0
'A
'A
'A
M
4
'8
Thu Asir 30
11 :59:08 2C,0?
Maps -
1 of 4
N
Average Recl_Irrenl p Interval
(Liears7
1 1'
c 10
1
5013 �—
':i-»a--
I i
I I i I l
1:7o"'1r1 11 o"'bl I of)" bl 9fi bl 8()" l
Z
z�
c
a
1
1
1
4/30/2009 11:57 �I

V13 5
7 hese maps were produced using a direct map request from the
U S Gen5ki5 tsureati Manpinn and Cartographic ReSoorces
Ticier MapServer.
�� - � ,' � i..._.. � � �.,� ' z 1'lrr�ee rcirr! df,�d�ur+rr•r for more inJiumnlinn,
LEGEND
L:cdtiuu t
State —Connector
County ::i Stream
Indian Resv Mi I itary Area
i.'- Lake/ Ponci/ Ocean :, Nat i ana I Park
r
26 , a.`;, Street Other Park
tfAg
Expressway Ci y
y y al H ighway G 2 �.� C�unty 6 8 mi
Scale 1 : 228583 [18
<<.al� {let)et7{j-_ an r0or"iltot' I"e=oiLltlon
o"I'l 75.9'W 7F.8 ld
1 Other Maps/Photographs -
' �'icw USGS t1 2itol orK1 0j I )to _ctnadramyle(DQQI covering this location from TerraServer: USGS Aerial Pholograph may also
be available
front this site. A I,OQ is a coil peter -generated image 01'an aerial photograph in which image displacement caused by terrain relief
and camera
tilts has been removed. It combines the imaoc characteristics of a photograph wilh the beomcn'ic qualities of a map. Visit the l!SCIS
for more information.
' Watershed/Stream Flow Information -
Find the 'Watershed for this location using the U.S. Environmental Protection Agency's site.
' Climate Data Sources -
' Precipitation.f'equency resells are based on data fi-om a variety of sources, but largely NCDC. The follolving links provide
general infor•nialron
about observing sites in the area, regardless of rf their data ivas used in this slrrdy. For detailed inforrncrtion about the stations
used in this slrrdy,
' please refer- to NOAA Allas 1.1 Doctinioni,
Using the NaIionaI Climatic Data Center's fNCDCI station search engine, locate other climate stations within:
+1 30 minutes ...OR.. +1-1 degree of this location (35.6746/-75.8520). Digital ASCII data can be obtained directly from
NCDC.
IIydro mete orological DesignStudies Center
DOC/NOAAINational weather Service
1325 East-West highway
Silver Spring, NID 20910
1 Quest ns?: 69
Questions?: 1,wv
i�C •li r
1
U4/30/2009 1 1:57 AM

This page intentionally left blank.
J
LI
I

s o /3s
' SHEET 1 OF
PROJECT South Wake MSW Landfill JOB NO. SWAKE-09-7
DATE 516109
SUBJECT Sediment Basin Analysis COMPUTED BY G. MILLS
CHECKED BY -t' M
' Object To To design a sediment basin(s) to satisfy erosion and sediment control requirements and to handle
the flow from the design storm.
' References American Concrete Pipe Association (1996), "Design Data 41 - Manhole Floatation", ACPA,
Irving, TX.
' Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC
State Univ., Raleigh, NC.
North Carolina Division of Land Resources (2006), North Carolina Erosion & Sediment Control
Planning ,& Design Manual, Raleigh, NC.
' Virginia Department of Conservation and Recreation (1992), Virginia Erosion & Sediment
Control Handbook, Third Edition, Richmond, VA.
1 Analysis The following approach is used to properly size and evaluate each sediment basin:
1. Design for Wet (If Applicable) and Dry Storage.
1 2. Route Design Storm.
3. Design Outlet Structures (Design Riser/Barrel Structures and Perform Riser Base
Calculations, Anti -Seepage Collar Calculations, & Emergency Spillway Calculations).
' Calculations
- Design,for Wet (If Applicable) and Dry Storage:
oraee:
' - Determine required wet (if applicable) and dry storage volumes based on -applicable erosion and
sedimentation control requirements.
' - If applicable, calculate the desired surface area at the principal spillway. For some locations:
' A = 0.01 Q,,
where. A = desired surface area (acres)
Qp = peak discharge from design storm (cfs)
(NC - Use 10-yr 24-hr storm; GA - Use 2-yr 24-hr storm)
SED BASIN-GENERAL.WPD
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
' Telephone: [phone]

11 /3
SHEET 20F
PROJECT South Wake MSW Landfill JOB NO. SWAKE-09.7
DATE 516109
SUBJECT Sediment Basin Analysis_ COMPUTED BY G. M1LLS
CHECKED BY 7T 1�
Set up a stage -storage relationship for the proposed basin as shown below. Based on this
relationship and the required volume(s) and/or desired surface area, determine the required wet
storage (if applicable) and dry storage elevations. Alternatively the elevation(s) can be
determined from a graphical stage -storage relationship.
S = KSZb
(Malcom F.q, 1II-7)
where: S = storage volume (ft')
Ks ,b = linear regression constants describing the stage -storage relationship
Z = stage referenced to the bottom elevation included in the analysis (ft)
- Set sediment basin cleanout elevation.
- Size the outlet device to release the dry storage=volume (WQ,,) over the desired drawdown period
(typically this is a minimum of 24 hours). Use the following equation:
As 2h
A° TC,, (20,428)
where: AP = surface area of dewatering hole(s) (ft')
A, = surface area of basin (at principal spillway) (ft)
h = average head of water above hole (= (elev. of principal spillway - clev
of wet storage or (if not applicable) bottom of basin)12) (ft)
C, = coefficient of contraction (=0.60)
T — detention time (hrs.) (vary over recommended limits)
Select a standard pipe size and number of holes. Verify that the projected drawdown period is
within the recommended limits.
- Size a drain for the basin for maintenance (and emergency situations). The drain should dewater
the basin (to principal spillway) within 24 hours_ Use the above equation to determine A. of the
basin drain. The inlet of the drain should be protected from the sediment storage zone.
- Evaluate basin shape. Compare with the recommended length to width ratio. If this ratio is not
achieved, the basin should be modified or baffles should be added as required.
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

t '43 5
1
u
11
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SHEET 3 OF
PROJECT South Wake MSW Landfill JOB NO. SWAKE-09-7
DATE 516109
SUBJECT Sediment Basin AnalysisCOMPUTED BY G. MILLS
CHECKED BY -T M
- Route Design Storm:
- Route the design storm through the basin and determine the maximum pool elevation and the
peak discharge (via HydroCAD, spreadsheet methods, or other). Depending on local
requirements, multiple design storms may need to be considered and the peak discharge may
need to be compared with the pre -development value.
- Based on the peak stage of the design storm, check settling efficiency of the design particle. The
design particle is typically 40 microns (0.04 mm) (within silt size criteria).
- Settling Velocity of Design Particle
_ 2
VO 18 v d (Malcom Eq. IV-3)
where: Yp = settling velocity (ftls) - convert from (m/s)
g = gravitational acceleration (in/s2)
Ss = specific gravity of design particle
u = kinematic viscosity of the fluid (m2/s)
(= 1.14 x 10-' m2/s (a.) 15°C Ref. Streeter, 1975)
d = diameter of design particle (m)
- Surface Area
As = WsZtb-'1
(Malcom Eq. IV-7)
where: As = surface area at given stage (Z) (ft)
Ks,b = linear regression constants describing the stagc-storage relationship
- Settling Efficiency
E = 1- 1+ V oA ]-m (Malcom Eq. IV-1)
where: E = settling efficiency (decimal fraction - convert to %)
As = surface area at given stage (Z) (ft)
N = number of effective cells (N= 2 with forebay)
Q = discharge at given stage (Z) (cfs)
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

SHEET 4 OF
PROJECT South Wake MSW Landfill JOB NO. SWAKE-99-7
DATE 516109
SUBJECT Sediment Basin Analysis COMPUTED BY G. MILLS
CHECKED BY T Pk
- Desizn of Outlet Structures:
- Design riser/barrel structures based on information used in routing the design storm.
- Design base for riser structure to resist design uplift force. Base must have a buoyant weight of
at least the design uplift force. 1f a concrete riser structure is used, the buoyant weight of the
riser can be accounted for in the calculations.
- Design Uplift Force (1F)
? F = (FS)Y1?i.w,YH20 — WRksdr — W7."p — ff u5 I — Rsni!
where: IF =
design uplift force (lbs)
FS =
factor of safety (use I.25)
V, , ,,. =
interior volume of the riser (ft')
yii2(, =
density of water (62.4 pcfj
WN,tP,. =
buoyant weight of riser (not including base or top) (lbs)
Wrop =
buoyant weight of riser top (lbs)
R e,, =
buoyant weight of soil backfill around riser (above base projection) (lbs)
Rs,;, =
sliding resistance of soil backfill around riser (lbs)*
* See American Concrete Pipe Association Design Data 41 for more information.
- Volume of Concrete for Base
?F TF
vc - W (150-- 62.4)
Co�c,E
where: Vc,,= volume of concrete (ft')
Wcone.B = buoyant weight of concrete (150 - 62.4 = 87.6 lbs)
- Determine anti -seepage collar requirements based on the following equation. Alternatively, a
filter diaphragm may be designed.
Ls r y(z + 4) 1 + S (VA E&SC Handbook p. 111-102)
1 (0.25 - s)
where: Ls = length of pipe in the saturated zone (ft)
y = distance from barrel invert to riser crest (ft)
z = slope of upstream embankment (zH:1 V)
s = pipe slope (ft/ft)
WCHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

1
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n
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fl
H
Sediment Pond 9

k 1 /35
page 1 of 6
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Richardson Smith Gardner & Associates
ENGINEERING AND GEOLOGICAL SERVICES
South Wake Landfill
Sediment Pond f
AREAS DRAINING INTO BASIN
Hydraulic Length (ft) =
Fall A#ong Length (ft) =
Drainage Area
All inflow to storage area
1200 (User Input)
60 (User Input)
A— f--1 C
SHEET:
JOB #: SWAKE-09-7
DATE: 515Q009
BY: G. Mills
CHKD BY, 'T M
Pond Area
Dirt Road
Gravel L.F. Perimeter Road
Wooded Area
Landfill Area (Max. Area in Phase 3)
Grass or closed landfill area
[Total —Area (includes undisturbed areas) I 96.17 (acres)
PEAK FLOW RATE, BY RATIONAL METHOD
Time of Cont. (min.) = 5.82 (After K}rpich, Tc = (L3/H)"B 1 128
Intensity (inlhr) = 7.13 (User Input) 110 Year Storm)
Intensity (inlhr) = 7.85 (User input) (25 Year Storm)
ESTIMATE DEPTH OF RUNOFF
10.00
0.5
1.00
0,85
3.29
0.85
5.10
0.2
67.98
0.5
8.80
0.3
Peak Flow (cfs)
Qp =
311.3
(10 Year Storm)
Op =
1 342.7
(25 year storm)
P 6,25 (inches) = 5.24 (user input) (Rainfall from 6 hour, 25 year storm)
SCS Runoff Curve 9 (CN) = 79 (user inputXNCESCDPM, Table 8.03b)
S = 2.658 (S = 10001CN - 10)
Q' = 3.01 (inches)
W here is a depth of runoff) Q- = ( P-0.2S) ! (P + 0.2S)
SET TIME TO PEAK Tp
Tp (min) = 40.5 (25 yr storm)
Tp = (Q' X Area) 1(1.39 X Qp)
CALCULATICNS ARE FOR SEDIMENT POND NO. 1 WITH THE INCLUSION OF THE PROPOSES] FORBAY
Richardson Smith Gardner & Associates
5/22/2009 Sed Pond 1 - pond discharge with forebay.xls FlowData

l S /3
page 2of6
Richardson Smith Gardner & Associates SHEET
ENGINEERING AND GEOLOGICAL SERVICES JOB u: SWAKE-D8-7
DATE: 515120D9
South Wake Landfill BY: G. Mills
Sediment Pond 1 CHKD BY: T M
BASIN REQUIREMENTS
Min RequiredStorage I 173,106 (cubic feet)
Desired Surface Area 3.11 acres
Potential Storage Volume
The stage -storage function for a sediment basin typically follows the fo
S = K, Z°
Where S is storage
Z is stage
Ke and b are constants.
The following data was used to estimate the stage -storage funtion for Basin 001.
DETERMINE STAGE -STORAGE FUNCTION
assumes storage function is a power fit equation where 5 = Ks Z
Accumulated
Contour
Area'
Incr. Volume
Vol. (S)
Stage (Z)
Ln S
Ln Z
Z estimated with
(sq. ft.)
(cubic feet)
cubic feet
(feet}
equation
271.2
10,230
0
0.0
1
0.0
272
33,480
17,484
17,484
0.8 J
9.76904
-0.22314
0.5
274
203,360
236,840
254,324
2.8
12.44636
1.02962
2.4
276
313,410
516,770
771,094
4.8
13.55557
1.56862
1 4.7
276.2
314,228
62,764
833,858
5.0
13.63382
1.60944
5.0
278
350,381
598,148
1,432,006
6.8
14.17459
1.91692
6.9
280
390,336
740,717
2.172,723
8.8
14.59149
2.17475
8.8
282
422,719
813,055
2,985,778
10.8
14.90937
2.37955
10.7
' Area measured from 212107 and 712108 aerial topagraphy.
Linear Regression Constants
Storage = (Z^1.656 x 58745)
Ks
58,745.5
b
1.656
ESTIMATE HEIGHT OF PRINCIPLE SPILLWAY
Min. Height of Principal Spillway 1.92 ft (based on storage volume)
1.66 ft (based on surface area)
Richardson Smith Gardner & Associates &@2)26@@ 1 - pond discharge with forebay.xls Basin Requirements

16/35
page 3 of 6
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Richardson Smith Gardner & Associates
ENGINEERING AND GEOLOGICAL SERVICES
South Wake Landfill
Sediment Pond 1
SHEET:
JOB Al.
SWAKE-497
SIV2009
II46WO09
BY
G. Mills
CHKB BY;
-T M
Flow Data:
Op =
311.31cis
(10 yr storm)
Ti
40.5
min.
dT -
3
min. (User Input - time interval)
Basin Shape Data:
assumes storage function is a power
fit equation where S = K, Z°
Ks =
b =
Zo (l1)
IN273
(basin invert)
Z initial
(user input)(pool
surface atthe start of the storm)
Riser Data:
# of Risers =
1
(calculation assume the riser acts as
a weir)
Diameter of Riser =
0
(inches)
C,„ =
3.3
(weir coefficient)
ZCrest =
281
(Principal spillway elevation)
SKIMMER ORIFICE DIAMETER
Barrel Data:
3 INCHES
# of Barrels -
1
HEAD ON SKIMMER ORIFICE
Diameter of Barrel =
24
(inches)
1.5 INCHES
Z Tnvert -
272
(barrel invert)
Ca =
0.6
(discharge coefficient)
Emergency Spillway
base width
10
Elevationj
282
PEAK FLOW VALUES
Peak Stage = 278.24
feet
Peak Outflow a 0.1
cis
EMERGENCY
E INFLOW STORAGE
STAGE OUTFLOW SKIMMER
RISER SPILLWAY
n) fcfs) (cu. ft.)
(ft.) (cfs) (cis)
(cis) Barrel (cfs) (cfs)
0.00
0
18.635
273,00
0.0
--
--
--
3.00
4.2
18,635
273,00
0.0
0.0
0,0
6.4
0.0
6-00
16.6
19,391
273.01
00
0,0
0,0
5,5
0.0
9.00
36.5
22.376
273.06
OA
00
0,0
5,8
0.0
12.00
62,8
28,940
273.15
0,1
0.1
0.0
6,6
0.0
15.00
94.1
40,226
273.30
0.1
0.1
0.0
7,9
0.0
18,00
128.8
57,153
273.48
0.1
0.1
0.0
9.7
0.0
21,00
164.9
80.318
273.71
0.1
0.1
0.0
12.0
0.0
24.00
2005,
1D9,982
273.96
0.1
0,1
0,0
14.7
Q.0
27.00
233.7
146,055
274.23
0.1
a 1
0,0
16.8
0.0
30.00
262.6
188.102
274.52
0,1
0,1
0,0
18.6
0.0.
33.00
285.8
235.363
274.81
0.1
0.1
0A
20.3
0.0
36,00
302.0
286.799
275.10
0.1
0.1
0.0
21.9
0.0
39.00
310.3
341,144
275.39
0.1
0.1
0.0
23.4
0.0
4200,
310.2
396,976
275.67
0.1
0-1
0.0
24.7
0.0
45,00
301.7
452.792
275.93
0.1
0.1
0.0
25.9
0.0
48,00
285.4
507,090
276.17
0.1
0.1
0.0
26.9
0.0
51,Do
262.5
558.450
276,39
0.1
01
0.0
27.8
0.0
54,00
238.4
605,683
276.59
0.1
0.1
0.0
28,6
0.0
67.00
216.5
848.575
276.76
0.1
0.1
0.0
29.3
0.0
60.00
196.6
687.526
276.92
0.1
0.1
0.0
29.9
0.0
63.00
178.5
722,896
277.05
0.1
0.1
0.0
30.4
0.0
66.00
162.1
755.015
277.17
0.1
0.1
0.0
30.8
0.0
6900
147.2
784,182
277,28
D.1
0.1
00
31.2
0.0
7200,
133.7
810,668
277.38
0.1
0.1
0.0
31.6
0.0
75 OD
121.4
834,720
277.46
0.1
0.1
0.0
31.9
0.0
78,00
110.3
856,560
277.54
0.1
0.1
0.0
32.2
0.0
B1.00
100.1
876,392
277,61
0.1
0.1
0.0
32,4
0.0
84.00
90.9
894,401
277.67
0.1
0.1
0.0
32.7
0.0
87.00
62.6
910,754
277,73
0.1
0.1
0.0
32,9
0,0
90.00
75.0
925,603
277.78
0.1
0.1
0,0
33-0
0,0
93,00
68.1
939,087
277,83
0.1
0.1
0.0
33.2
0-0
96,00
61.8
951.330
277.87
0.1
0.1
0.0
33.3
0.0
99,00
56.2
962.447
277.91
0.1
0.1
0.0
33.5
0.0
102.00
51.0
972.541
277,94
0.1
0.1
0.0
33.6
1
105.00
46.3
981,707
277.97
0.1
0.1
0.0
33.7
0.0
108.00
42,1
990,029
278,00
0.1
0.1
0.0
33,8
0,0
111.00
38.2
9974585
278,03
0.1
0.1
0.0
33.9
0,0
114.00
34.7
1,G04.446
278.05
0.1
0.1
0,0
33-9
0,0
117.00
31.5
1,010.675
278,07
0.1
0-1
0.0
34.0
0.0
IRichardson Smith Gardner & Associates 5/22121 Sed Pond 1 - pond discharge with forebay.xls Routing-10 yr

INFLOW
icis)
STORAGE
(cu. ft.)
STAGE
(ft.)
OUTFLOW
(cfs)
SKIMMER
(cfs)
RISER
(05)
Barrel (cfs)
EMERGE
SPILLWA
(cfs)
120,00
28.6
1,016.330
278,09
0.1
0.1
0.0
34.1
123,00
26.0
1021,464
278,11
0.1
0.1
00
34.1
0
Richardson Smith Gardner & Associates 5/22/2009 Sed Pond 1 - pond discharge with forebay.xls Routing-10 yr
1

1
� 8/3 5
page 5 of 6
11
u
u
1
Richardson Smith Gardner & Associates
ENGINEERING AND GEOLOGICAL SERVICES
South Wake Landfill
Sediment Pond t
SHEET:
JOB b,
5/512009
By.
CHKD BY,
SWAKE-09-7
11413012009
G, Mill.
" r'm
Flow Data:
Op = 342.71cfs (25 yr storm)
Tp =
40.5 min
dT =
3 min, (User input - time interval}
Basin Shape Data:
assumes Storage functlon is a power fit equation
where S = K, Z"
Ks = 58745.47664
b = I1.65W2671
Zo (ft) 272.5 (basin invert)
Z initial 2791 Surface EL matches max.
EL from 25-year storm.
Riser Data:
p of Risers = 1 (calculation assume the riser acts
as a weir)
Diameter
of Riser =
0 (inches)
C. =
3,3 (weir coefficient)
Zcrest =
279,4 (Principal spillway elevation)
SKIMMER
ORIFICE DIAMETER
Barrel Data:
3 INCHES
4 of Barrels =
1
HEAD ON SKIMMER ORIFICE
Diameter
of Barrel =
24 (inches)
1.5 INCHES
Z invert =
276 (barrel invert)
G, =
0.6 (discharge coefficient)
Emergency Spillway
base width
10
Elevationj
282
PEAK FLOW VALUES
'
Peak Stage = 282.02
feet
Peak outflow = 0-1
cis
EMERGENCY
TIME
INFLOW
STORAGE
STAGE OUTFLOW
RISER
SPILLWAY
(min)
tds)
(cu. ft.)
(ft.) (cfs)
(cfs) Barrel
(cfs)
(cfs
000
0
1,304,798
279.00 0.0
--
3,00
4.6
1.304,798
279.00 0.0
0,0
0.0
21.4
0.0
6,DO
18.3
1.305.630
279.00 0,0
0,0
0.0
21.4
0.0
9,00
40.1
1,308,916
279,01 0,0
0.0
0.0
21A
0.0
12,00
69.1
11316.143
279.03 0,0
0.0
0.0
21.5
0.0
15.00
103.6
1,328.586
279.07 0,0
0.0
a D
21,7
00
18.00
141.6
1.347,239
279.13 0,0
0.0
0,0
22,0
0.0
21.00
181.5
1,372,760
279,20 O.0
00
0,0
22,4
0,0
24.00
220.7
1.405.436
279,30 0,0
0.0
O,0
22.9
0,0
27.00
257.3
1.445.168
279.41 0.0
0.0
0.0
23.5
0.0
30.00
289.2
1.491,477
279.55 0.0
0.0
0.0
24.1
0.01
33.00
314.7
1,543,527
279-69 0.0
0.0
0.0
24.8
0.0
36.06
332.5
1,600,174
279.85 0.0
0.0
0.0
25.5
0.0
39.00
341.6
1.660.024
280.02 0.0
Oc
0.0
26.2
0.0
42,00
341,5
1,721,510
280.18 0,0
0-1
0.0
26.9
0.0
45.00
332,2
1.782.979
280.35 0.0
0.0
0.0
27.6
0.0
48.00
314,2
1,842,776
260.51 0.0
0.0
0.0
28.3
0.0
51.00
2B9.0
1.899,339
280.65 0.0
0.0
0.0
28.9
0.0
54.00
262A
1.951.359
28079 0.0
0,4
0.0
29.4
0.0
57.00
238.3
1.998,599
280.91 0,0
0.0
0.0
29.9
0.0
60.00
216.4
2,041,499
281,02 0.0
0.0
0.0
30.3
0.0!
63.00
1966,
2,080,458
261.11 0.0
0.0
0.0
30.6
D.0
66.00
178.5
2,115.837
281.20 0.0
0.0
0.0
31.0
0.0
69.00
162.1
2.147.966
281.28 0.0
0-0
0.0
31.3
0.0
72.00
147,2
2,177,144
281.35 0.0
0.0
0.0
31.5
0.0
75.00
133,7
2,203,640
281.42 0.0
0,0
0.0
31.7
0.0
78.00
121.4
2.227,702
281.48 0.0
0.0
0.0
32.0
0.0
B1.00
110.2
2.249.554
281.53 00
0,0
0.0
32.1
0.0
B4.00
100.1
2.269.398
281.58 0.0
0.0
0.0
32.3
0.4
87.00
90.9
2.287.419
281.62 0.0
0,0
0.0
32.5
0.0
90.00
82,6
2.303.784
281.66 0.0
0,0
0.0
32.6
0.0
93.00
75.0
2.318,645
281.70 0,0
0,0
0.0
32.7
0.0
96.00
68.1
2,332,142
281.73 0.0
0,0
0.0
32.8
0.0
99.00
61.8
2,344,398
281.76 OA
0,0
0.0
32,9
0.0
102.00
55.2
2,355.528
281.79 0,0
0.0
0.0
33,0
0,0
105.00
51.0
2,365,636
281.81 0,0
0.0
0,0
33,1
0,0
108.00
46.3
2,374,815
281.83 0.0
0.0
0,0
33.2
0,0
111.00
42.1
2,363,151
281.85 0,0
0.0
0,0
33.3
0,0
114.00
38.2
2,390,721
281,87 O.D
0.0
0,0
33.3
0,0
117.00
34.7
2.397.595
281,88 0.0
0.0
0.0
33.4
0.0
Richardson Smith Gardner & Associates 5/22/2009 Sed Pond 11 - pond discharge with forebay.xls Routing-25 yr

TIME
{min)
INFLOW
(cfs)
STORAGE
(cu. ft.)
STAGE
(ft.)
OUTFLOW
Ids)
RISER
(ofs)
Barrel (cfs)
12000
31.5
2,403,838
281.90
0-0
0.0
0.0
33.4
123.00
28.6
2,409,507
281,91
0.0
0.0
0,0
33.5
126.00
26.0
2.414.656
281.93
0.0
0.0
0,0
33.5
129.00
23-6
2,419,331
281.94
0-0
0.0
Go
33.6
132.00
21.4
2,423.577
281,95
0.0
0.0
0,0
33.6
135.00
19.5
2.427.433
281,96
0.0
00
0,0
33.6
138.00
17 7
2,430,934
281.96
0,0
0.0
0.0
33.6
141.00
16.0
2,434,114
281,97
0.0
0.0
0,0
33.7
144.00
14.6
2.437.002
291,99
0.0
0.0
0.0
33.7
147.00
132
2,439,624
281,98
0,0
0.0
0,0
33.7
150.00
12.0
2.442.006
281.99
0-0
0.0
0.0
33.7
153.00
10.9
2,444.168
281,99
0,0
0.0
0-0
33.8
156.00
9.9
2.446,132
282,00
0,0
0-0
0.0
33.8
159.00
9.0
2,447,916
282,00
0,0
0.0
0.0
33.8
162.00
8.2
2.449,534
282.01
0,0
0.0
0.0
33.8
165.00
7.4
2.451.002
282,01
0.0
0.0
00
33.8
168.00
67
2,452.331
282,01
0,1
0-0
.0.0
33.8
171.00
6.1
2,453,535
282.02
0,1
0.0
0.0
33.8
174.00
5.6
2.454.624
282,02
0.1
0.0
0.0
33.8
177.00
5.0
2.455,608
282,02
0,1
0.0
0.0
33.8
180.00
4.6
2,456,498
282.02
0,1
0.0
0.0
33.8
183.00
4.2
2.457.302
282,03
0,1
0-0
0.0
33.9
180.00
3.8
2.458.027
282,03
0,1
0.0
0.0
33.9
189.00
3.4
2.458.681
282.03
0,2
0.0
0.0
33.9
192.00
3.1
2.459,271
282 03
0,2
0.0
0-0
33.9
195.00
2.8
2.459.801
282.03
0,2
0,0
0.0
33.9
198.00
2.6
2.460.278
282.03
0,2
0.0
0.0
33.9
201.00
2.3
2.460.706
282.03
0,2
0.0
0.0
33.9
204.00
2.1
2,461.091
282.03
0,2
0.0
0-0
33.9
207.00
1.9
2.461.435
282.03
0,2
0-0
0.0
33.9
210.00
1.7
2.461.743
282.04
0,2
0.0
0.0
33.9
213.00
1.6
2,462.017
282.04
0,2
0.0
0.0
33.9
216.00
1.4
2,462,262
282-04
0,2
0.0
0-0
33.9
219.00
1.3
2,462.479
282.04
0,2
0.0
0.0
33.9
222.00
1.2
2.462.672
282.04
0,2
O.0
0-0
33.9
225.00
1.1
2.462.842
282.04
0,2
0.0
0.0
33.9
17/35
page 6 of 6 '
EMERGENC
SPILLWA
(cfs
0.0
0.0
0.011
0.1
0.1
0.1
0.1
CIA
0.1
0.1
Richardson Smith Gardner & Associates 5/22/2009 Sed Pond 1 - pond discharge with forebay.xls Routing-25 yr

2-
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1
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11
1
Sediment Pond 1
Forebay Modification
(flow through the proposed forebay is analyzed)

22/ s
page 1 of 6
Richardson Smith Gardner & Associates
ENGINEERING AND GEOLOGICAL SERVICES
South Wake Landfill
Sediment Pond No. 1 Forebay Modificatlon
AREAS DRAINING INTO BASIN
Hydraulic Length (ft)
Fall Along Length (h) =
Drainage Area
All Inflow to storage area
1200 (User Input)
60 (User Input)
Area facial C
SHEET:
JOB rt:
SYVAKE-09-7
DATE:
5WO09
BY.
G. Mites
CHKDBY:
-7 M
Pond Area (adjacent area to forebay)
Dirt Road
Landfill Perim. Gravel Roadway
Wooded Area
Landfill Area (Max. Area in Phase 3)
Grass or closed landfill area
Total Area_(Include; undisturbed areas) 83.07 (acres)
PEAK FLOW RATE, BY RATIONAL METHOD
Time of Cone. (min.) = 5.82 (After Kirpich, Tc = (L'/Hff' 1 128
Intensity (inlFrr) = 7.13 (User Input) (10 Year Storm)
Intensity (inJhr) = 7.85 (User input) (25 Year Storm)
Peak Flow cfs
Qp = 1 273.3 10 Year Storm
Qp = 1 300.9 (25 year storm)
1,00
0.5
1.00
0.85
3.29
0.85
1.00
0.2
67.98
0.5
8.80
0.3
ESTIMATE DEPTH OF RUNOFF:
P 6,25 (inches) = 5.24 (user Input) (Rainfatl from 6 hour, 25 year storm)
SCS Runoff Curve >f (CN) = 79 (user inputXNCESCDPM, Table 8.03b)
S = 2.658 (S = 10001CN - 10)
Q. = 3.01 (inches)
(Where sad. Ep1h of runo) Q' _ ( P-0.25) / (P + 0.26)
SET TIME TO PEAK Tp
p (min) = 39.8 (25 yr storm)
Tp = (Q' X Area)1(1.39 X Op)
Calculations on the following 6 pages show that a proposed sediement collection forebay can
be safely constructed without interfering with the performance on Sediement Pond 1. The sediment
collection forebay will retain water from lesser storms, while safely passing runoff from a 25 year
storm (or greater event).
Richardson Smith Gardner & Associates
5/14/2009 Sed Pond 1 - forebay.xis FlowData

D- 3/3
page 2 of 6
Richardson Smith Gardner $ Associates SHEET:
ENGINEERING AND GEOLOGICAL SERVICES JOB a:
SWAKE-09-7
DATE:
515/2009
South Wake Landfill BY:
G. Mills
Sediment Pond No. 1 Forebay Modification cHKD BY:
M
BASIN REQUIREMENTS
Min RequiredStorage 149,526 cubic feet)
Desired Surface Area 1 2.73 acres
Potential Storage Volume
The stage -storage function for a sediment basin typically follows the to S = Kt Z°
Where S is storage
Z is stage
K. and b are constants.
The following date was used to estimate the stage -storage funtion for Sediment Basin No. 1
Contour areas were based on an assumed design of approx. 220 ft x 60 ft wide x 12 ft deep,
DETERMINE STAGE -STORAGE FUNCTION
assumes storage function is a power fit equation where S = K. Z
Area*
Incr. Volume
AccumulatedStage
(Z)
Z estimated
Contour
(sq. ft.)
(cubic toot)
Vol. (S)
(feet)
Ln S
Ln Z
with equation
cubic fee!
272.0
5,422
0 1
0.0
0.0
274
7 480
12,902
12,902
2.0
9.46514
0.69315
2.0
276
9,763
17,243
30,145
4.0
10.31377
1.38629
3.9
278
12,271
1 22,034
52.179
6.0
10.86244
1 1.79176
5.9
260.0
15.004
27,275
79,454
8.0
11.28293
2.07944
1 8.2
• Area measured from 2/2107 and 712108 aerial topagraphy.
Linear Regression Constants
Ks 5.115.5 Storage = (z^1.305 x 5115)
b 1,30-5
The forebay will funtion as a pre -settlement chamber for Sediment Basin No. 1. It is proposed as a
means of localizing sediement deposits in a relatively small area, and therefore avoiding cleaning
the entire basin (approximately 9 acres)
I
11
1
Richardson Smith Gardner & Associates 5/14/2009 Sed Pond 1 - forebayAs Basin Requirements 1

:�- 4 /3 5
page 3 of 6
TIME
(min)
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
20,00
22.00
24.00
26.00
'28,00
30.00
32.00
34,00
36,00
38.00
40.00
42.00
44.00
46,00
48.00
50.00
52.00
54.00
56.00
Richardson Smith Gardner & Associates
SHEET:
ENGINEERING AND GEOLOGICAL SERVICES
JOB #'
SWAKE-09.7
5r512009
4130/2009
South Wake Landfill
BY:
G. LMs
Sediment Pond No, 1 Forebay Modification
CHKO BY:
.T IINA
Flow Date:
Qp = 273.3
cfs (10 yr storm)
Tp = 39.8
min.
dT = 2
min. (User Input - time interval)
Basin Shape Data: assumes storage function
is a power fit equation where S = K. Z°
Ks =
5115.499832
b =
1.304759821
Zo (11)
272.5 (basin invert)
Z initial
279
s a weir)
Emergency Spillway
base width
25
Elevation
279
PEAK FLOW VALUES
Note: With Modified Skimmer elevalior
Peak Stage =
201.22 feel
the Pond 1 Peak Water Surface in a
Peak Outfiow =
273.4 cis
10 yr storm is 279.68
RISER NOT
BARREL
USED IN
NOT USED IN SPILLWAY
INFLOW STORAGE
STAGE
OUTFLOW FOREBAY
FOREBAY (cfa)
{cfs) (cu. ft.)
(ft.)
(CIS) (cfs)
(CIS)
0
58,823
279.00
0.0
1.7
58,823
279.00
0.0
6.8
59.027
279.02
0.2
15.0
59,815
279.08
2.0
26.3
61,379
279.22
8.2
40.4
63,551
279.40
20.6
56.8
65.924
279.59
37.7
75.3
68,221
279.78
57.0
95.2
70,408
279.96
77.6
116.2
72,520
280.13
99.3
137.7
74,556
280.29
121.6
159.2
76.495
280,45
144.0
180.1
78,316
280.59
166.1
190.9
79,996
280.73
187:3
218.2
81,515
280.85
207.0
234A
82,854
280.95
224.9
248.2
83,994
281.04
240.5
259.2
84,923
281.11
253.4
267.2
85,628
281.17
263.3
272.0
86.102
281.20
270.0
273.3
B6,337
281.22
273.4
271.3
86,334
281.22
273.3
265.9
86,093
281.20
269.9
257.3
85,620
281.17
263,2
245.7
84,922
281.11
253.3
231.8
84,011
281.04
240.7
217.1
82,938
280.96
226.0
203.4
81,865
280.87
211.7
190.5
80,871
280.80
198.6
0.0
0.2
2.0
8.2
20.6
37.7
57.0
77.6
99.3
121.6
144.0
166.1
187.3
207.0
224.9
240.5
253.4
263.3
270.0
273A
273.3
269.9
263.2
253.3
240.7
226.0
211.7
198.6
Richardson Smith Gardner & Associates 5/14/2009 Sed Pond 1 - forebay.xls Routing-10 yr

25�3
page 4 of 6
TIME
(min)
INFLOW
(cfs)
STORAGE
(cu. ft.)
STAGE
(ft.)
OUTFLOW
{cfs)
58.00
178.5
79,904
260,72
186.1
60.00
167,2
78,991
280.65
174.5
62.00
156.6
78,113
280.58
163.6
64.00
146.7
77,277
280.51
153.4
66.00
137.4
76,477
280.45
143.8
68.00
128.7
75,714
280.39
134.8
70.00
120.6
74,984
280.33
126.4
72.00
113.0
74.287
280.27
118.5
74.00
105,8
73,621
280.22
111.1
76.00
99A
72,984
280.17
104.2
78.00
92.9
72,376
280.12
97.7
80.00
87.0
71,794
280.07
91.6
82.00
81.5
71,238
280.03
85.9
84.00
76.3
70,706
279.98
80.6
86.00
71.5
70,198
279.94
75.6
88.00
67.0
69,712
279.90
70.9
90.00
62.8
69.247
279.87
66.5
92.00
58.8
68,803
279.83
62.3
94.00
55.1
68,378
279.79
P8.5
96.00
51.6
67,972
279.76
54.8
98.00
48.3
67,583
279.73
51.4
100.00
45.3
67.211
279.70
48.2
102.00
42.4
66.856
279,67
45.2
104.00
39.7
66,516
279.64
42.4
106.00
37.2
66,190
279.62
39.8
108.00
34.9
65.879
279.59
37.3
110.00
32.7
65,581
279.57
35.0
112.00
30.6
65.296
279,54
32.9
114.00
28.7
65,023
279.52
30.8
116.00
26.9
64,762
279.50
28.9
118.00
25.2
64.512
279.48
27.1
120.00
23.6
64.273
279,46
25.5
122.00
22.1
64,044
279.44
23.9
124.00
20.7
63,825
279.42
22.4
126.00
19.4
63,616
279.40
21.0
128,00
18.1
63,415
279.39
.19.7
130.00
17.0
63,223
279,37
18.5
132.00
15.9
63,039
279.35
17.4
134.00
14,9
62.863
279.34
16.3
136.00
14.0
62.694
279.33
15.3
138.00
13.1
62,533
279.31
14.4
140.00
12.3
62.379
279.30
13.5
142.00
11.5
62.231
279.29
12.7
144.00
10.8
62.089
279.27
11.9
146,00
10.1
61,954
279.26
11.2
148.00
9.4
61.824
279.25
10.5
150.00
8.8
61.699
279.24
9.8
RISER NOT BARREL
USED IN NOT USED IN
FOREBAY FOREBAY
(cfs) {cfsj
SPILLWAY
(da)
186.1
174.5
163.6
153.4
143.8
134.8
126.4
118.5
111,1
104.2
97.7
91.6
85.9
80.6
75.6
70.9
66.5
62.3
58.5
54.8
51.4
48.2
45.2
42.4
39.8
37.3
$5.0
32.9
30.8
28.9
27.1
25.5
23.0
22.4
21.0
19.7
18.5
17.4
16.3
15.3
14.4
13.5
12.7
11.9
11.2
10.5
9.8
Richardson Smith Gardner & Associates 5/14/2009 Sed Pond 1 - forebay.xls Routing-10 yr

1
26/35
page 5 of 6
TIME
Richardson Smith Gardner & Associates
SHEE1:
ENGINEERING AND GEOLOGICAL $ERVICE$
JOB a:
SWAKE ee•7
515rM
II4=12009
South Wake Landfill
BY:
G. Mils
Sediment Pond No.1 Forebay Modification
CHKDBY:
M
Flow Data:
Qp = 300.9 cfs (25 yr storm)
Tp = 39.8 min.
dT = 2 min. (User Input - time interval)
Basin Shape Data: assumes storage function is a power fit equation where S = K, r
Ks = 5115.499832
b = 1,304759821
Zo (ft) 272.5 (basin invert)
Z initial 279
a weir)
Emergency Spillway
base widthj
25
Elevation
279
PEAK FLOW VALUES
Note: With Modified Skimmer elevatlor
Peak Stage =
281.34 feet
the Pond 1 Peak Water Surface in a
Peak Outflow
301.5 cfs
25 yr storm is 280.14
RISER NOT
BARREL
USED IN
NOT USED IN SPILLWAY
INFLOW STORAGE
STAGE
OUTFLOW FOREBAY
FOREBAY (cfs)
(cfs) (cu. ft.)
(ft.)
(cfs) (cfa)
(cfs)
0.00
0
58,823
279.00
0.0
2.00
1.9
58.823
279.00
0.0
4.00
7.4
59,047
279.02
0.2
6.00
16.6
59.913
279.09
2.3
8.00
29.0
61.623
279.24
9.5
10.00
44.5
63,970
279.43
23.4
12.D0
62.6
66,500
279.64
42.3
14.00
82.9
68.932
279.84
63.5
16.00
104.8
71,254
280.03
86.1
18.00
128.0
73,504
280.21
109.9
20.00
151.6
75,675
280.38
134A
22.00
175.3
77.744
280,55
159.1
24.00
198.3
79,688
280.70
183.3
26.00
220.1
81,482
280.84
206.6
28.00
240.2
83,105
280.97
228.3
30.00
258.1
84,534
281.08
248.9
32,00
273.3
85.632
281.17
265.3
34.00
285A
86,586
281.24
279.9
36.00
294.2
87,247
281.29
290.4
38,00
299.4
87,700
281.33
298.0
40.00
300.9
67.869
281.34
301.5
42.00
298.7
87,803
261.34
301.5
44.00
292.8
87,465
281.31
297.6
46.00
283.3
86,887
281,27
290.2
48.00
270.6
86.057
281.20
279.4
50.00
255.2
85.002
281.12
265.5
52.00
239.0
83,766
281.02
249.3
54.00
223.9
82,530
280.93
233.5
56.00
209.8
81,375
280.84
219.2
0.0
0.2
2.3
9.5
23A
42.3
63.5
86.1
109.9
134.4
159.1
183.3
206.6
228.3
247.9
263.3
276.9
286.4
293.0
295.5
294.5
289.6
281.2
269A
254.5
237.3
220.5
205.2
Richardson Smith Gardner & Associates 5/14/2009 Sed Pond 1 - forebay.xis Routing-25 yr

.27l 3
page 6 of 6
RISER NOT BARREL 1
USED IN NOT USED IN SPILLWAY
TIME INFLOW STORAGE STAGE OUTFLOW FOREBAY FOREBAY (cis) '
(min) (cfs) (cu. ft.) (R.) (cfs) (cis) (cfs)
58.00 196.5 80,245 280.75 205.5 ice;}, ';, r 0 py 190.5
60.00 184.1 79,169 280.66 192.7
S' 176.7
52.O0 172.4 7$,128 280.58 180.8 163.8
F.... 'b•.
64.00 161.5 77.128 280.50 169.E r D Q ! ' `` , 2f#? Q i 1'� 151.6 '
66.00 151.3 76,162 280.42 159.1 140.1
68.40 141.7 75,231 280.35 149.2Q.0 ., , 129.2
70.00 132.8 74,331 280.28 140.0 9.0 119.0
72.00 124.4 73,462 280.21 131.4 4R4°. 5: �,�.4'u `�,- 109.4
74.00 116.5 72,620 280.14 123.3 r >'x.?�if100,3
76,00 109.2 71.805 280,07 115.8 p.0, zA ,','a` 'U �j1 91.8
78.00 102.3 71.014 280.01 108.7 00. 833
BO.OD 95.8 70,245 279.95 102.0 � �,Q_�;: �t ,••. �. � 76.0
82.00 89.7 69,496 279.89 95.8 68.8
84.00 84.1 68,767 279.83 90.0 62.0 ,
86.00 78.7 68,054 279.77 84.6 yis0'
•R itt`u 1 55.6
88.00 73.8 67,356 279.71 79.5iiQ•, ,
90.00 69.1 66,671 279.65 74.7 43.5
92.00 64.7 65,997 279.60 70.3 38.3 '
94.00 60.6 65,331 279.54 :66.1 FLS'0 M l 33.1
0�4 �{}
96.00 56.8 64,671 279.49 62,3 28.3
1
.t
98.00 53.2 64,014 279.44 58.7 'Q• 23.7
100.00 49.8 63,357 279.38 55.4 4+ .f1 �_.-,••,1'°s;?Qt 19.4
102,00 46.7 62,694 279.33 52.3 ,Op 15.3
S.i#ii+l 1
104.00 43.7 62,020 279.27 49.5 :O,Q�I,.+ll;{�sb • ` y 11.5 '
4
106.00 41.0 61,327 279.21 47,0 r ' i3_{1 ti '•'�v "w((I ,. r •, 8.0
108.00 38.4 60,605 279,15 44.8 ,t "';,� � � ( �4.8
110.00 36.0 59,834 279,09 43.1 O.D1 4A•: 2.1
112.00 33.7 58,982 279.01 42.1 0.1
114.00 31.6 57,969 278.93 43.4 Q,O �r'�sf ,Q 0.0
116.00 29.6 56.595 278.81 44.0 � ; fl; _ r yr , 0.0
R = r' y wg' F
118.00 27.7 54,863 278.66 45.0 D_ �..: t(3 D. y r 0.0
120.00 25.9 52,786 278.413 46.0
h•= '.�ih4 OA '
122A0 24.3 50,379 278.27 47.0 pl)".`,• 9j. 0,0
124.00 22.8 47,655 278.03 48.0 ) :✓ j pt '1 " hrs� 0.0
126.00 21.3 44,627 277.76 49.4 xQ0� 1 #�1i1� 0.0
128.00 20.0 41,306 277.46 50.4 0.0
130.04 18.7 37,703 277.12 51.0 t �0; 0.0 '
132.00 17.5 33,829 276.75 52.0 ' W r 0.0
134.00 16.4 29,692 276.35 53.0 ��#�> �' 0.0
136.00 15.4 25.303 275-91 #NUM? 0.0
i!
138.00 14.4 #NUM! #NUM! #NUM! #Ils. �"':
`yY ���. � #NUNS!
140.00 13.5 #NUM! #NUM! #NUM! _ >ta - } .,c., #NUM! '
142.00 12.6 #NUM! #NUM! #NUM! #NUM!
144.00 11.8 #NUM! #NUM! #NUM! ¢ s ' J' t41► #NUM!
146.00 11.1 #NUM? #NUM! #NUM! !'„ T�, #NUM?
148.00 10.4 #NUM! #NUM! #MUM? #NUMI
150.00 9.7 #NUM! #NUM! #MUM! ,M)�1+;';'il;�,)+i ` ��,R #NUMI '
1
1
Richardson Smith Gardner & Associates 5/14/2009 Sed Pond 1 - forebay.xEs Routing-25 yr 1

z0/ 35
/ 106
�� /11 Ir
ft
LLI
/ p 4 c•icz ro• I �
N• 1
111 1 1 � / / � / i/ _ � • � �
Hi8ON
O
Ly
1/
W �W /
_ \ _ } r 1 0 /
/ J� m� 1 1
4 i 1 /o /Y 0
/� 1 -
o� // I \� zoo
(nn o m �� N 1 \ � z 1
/ r
11 �
00
C.) a 1
� f1111 1 1 i
�N
aJ
w
fl
dLq
/ �/ / ( • I Ill � — oa

I
Temporary Sediment Basin B
With Forebay Modification

I
z 9l3 5
page 1 of 6
I
11
Richardson Smith Gardner & Associates
ENGINEERING AND GEOLOGICAL SERVICES
South Wake Landfill
Temporary Sediment Basin B (Entire Basin, with Forebay)
AREAS DRAINING INTO BASIN
Hydraulic Length (ft) = 1400 (User Input)
Fall Along Length (ft) = 140 (User Input)
SHEET:
JOB #: SWAKE-09-7
DATE: 511512009
BY: G. Mills
CHKO BY: I&Ak
Drainage Area Area (acre) C
All inflow to storage area 0.95 0.5 landfill perimeter berm (vegetated)
0.20 0.9 gravel roadway
4.85 0.5 Intermediate cover on LF (maximum area)
Total Area (includes undisturbed areas) 6.00 (acres)
PEAK FLOW RATE, BY RATIONAL METHOD
Time of Conc. (min.) = 5.02 (After Kirpich, Tc = (01-1)"' 1 128
Intensity (inlhr) = 7.37 (User Input) (10 Year Storm)
Intensity (inlhr) = 8.12 (User Input) (25 Year Storm)
Peak Flow (cfs)
Op = 22.71 j 10 Year Storm
Qp = 25.4 (25 year storm)
ESTIMATE DEPTH OF RUNOFF:
P 6,25 (inches) = 5.2 (user input) (Rainfall from 6 hour, 25 year storm)
SCS Runoff Curve d (CN) = 79 (user inputXNCESCDPM, Table B.03b)
S = 2.658 (S = 10001CN - 10)
Q' = 3.01 (inches)
Where is a dew of runoff) Q` _ ( P-0.25)1(P + 0.2S)
SET TIME TO PEAK Tp
Tp (min) = 34.6 (25 yr storm)
Tp = (0' X Area) 1(1.39 X Qp)
CONCLUSION: SEDIMENT BASIN B IS MODELED WITH THE MAXIMUM POTENTIAL DRAINAGE AREA FLOWING TO THE
BASIN. WHICH WILL OCCUR WHEN PHASE 1A IS FILLED, THEN COVERED WITH 12-INCHES OF INTERMEDIATE
'
COVER SOIL AND VEGETATED. INTERMEDIATE COVER AND VEGETATION WILL BE APPLIED INCREMENTALLY AS THE
CELL IS FILLED. THE CALCULATIONS IGNORE THE EFFECTS OF THE SKIMMER, AS THE PEAK DISCHARGE THROUGH
THE SKIMMER OF LESS THAN 0.1 CFS IS WITHIN THE MARGIN OF ERROR FOR THE CALCULATIONS.
THE PEAK WATER ELEVATION IN SEDIMENT BASIN B DURING A 25-YEAR STORM WILL BE
APPROXIMATELY ELEVATION 284.7 (LEAVING ABOUT 1.3 FEET OF FREEBOARD) WITH AN
'
OUTFLOW OF APPROXIMATELY 20 CFS.
Richardson Smith Gardner & Associates 6/1/2009
Temp Basin B.rev,xls FlowData

30/33
page 2 of 6
Richardson Smith Gardner & Associates SHEEP
ENGINEERING AND GEOLOGICAL SERVICES
JOB #:
SWAKE-09-7
DATE:
03012009
South Wake Landfill
BY:
G. Mills
Temporary Sediment Basin B (Entire Basin, with Forebay)
CHKD BY:
fj3M
BASIN REQUIREMENTS
Min RequiredStorage 10,8001{cubic feet)
Desired'Surface Area 0.23 acres
Potential Storage Volume
The stage -storage function for a sediment basin typically follows the to S = KS Z°
Where S is storage
Z is stage
K, and b are constants.
The following data was used to estimate the stage -storage funtion for Basin 001.
DETERMINE STAGE -STORAGE FUNCTION
assumes storage function is a power fit equation where S = K, Z
Area
Accumulated
Contour
(See Note)
Incr. Volume
Vol. (S)
Stage (Z)
Ln S
Ln Z
Z estimated with
(cubic feet)
(feet)
equation
(sq. ft.
cubic feet
282
7717
0
.0
0.00
283
11034
9,376
9,376
1
9.14586
0.00000
1.01
284
13256
12,145
21,521
2
9.97676
0.69315
1.97
285
15761
14,509
36,029
3
10.49208
1.09861
2.98
286
17926
16,844
52,873
4
10.87564
1.38629
4.05
Linear Regression Constants
Ks
9,266.5
b
1.244
Storage = (Z^1.244 x 9267)
TIMATE HEIGHT OF PRINCIPLE SPILLWAY
Min. Height of Principal Spillway 1.1 3ft (based on storage volume)
0.53 ft (based on surface area)
NOTE: The area in the proposed forebay below Elevation 283 feet is not included in the calculations.
145740
Richardson Smith Gardner & Associates 6N112009 Temp Basin B.rev.xis Basin Requirements

1
31 /3 5
page 3 of 6
Richardson Smith Gardner & Associates
SHEET:
ENGINEERING AND GEOLOGICAL SERVICES
JOB a: SWAKE-CO-7
South Wake
Landfill
DAT E: 413ai2009
BY: G. Wis
Temporary Sediment Basin B (Entire Basin, with Forebay)
CHKO BY: IM-
'
Flow Data:
Op =
22 71 cfs (10 yr storm)
To=
34,6 min.
dT =
3 min. (User Input - time interval)
'
Basin Shape
Data:
Ks =
assumes storage function is
926fi.549231
a power
fit equation where
S = K. Z'
b =
1.244053554
Zo (11)
282 (basin
invert)
Z inilial
282 (user input)(pool surface at the start
of the slorm)
Riser Data:
t
p of Risers =
1 {calculation assume the riser acts as
a weir)
Diameter of Riser =
0 (Inches)
Cw =
3.3 (weir coefficient)
ZCrest =
302.97 (Principal spillway elevation)
SKIMMER
ORIFICE DIAMETER
'
Barrel Data;
3
INCHES
fi of barrels =
1
HEAD ON SKIMMER ORIFICE
Diameter of Barrel =
0 (inches)
1.5
INCHES
Z invert =
282 (barrel invert)
Co =
0,6 (discharge coefficient)
Emergency Spillway
base width
10
Elevation
284
PEAK FLOW VALUES
Peak Stage
= 284.65
feet
'
Peak outflow = 17.4
cfs
EMERGENCY
TIME
INFLOW
STORAGE
STAGE
OUTFLOW SKIMMER
RISER
SPILLWAY
imin)
{cfs)
(Cu. ft.)
ift.)
(cfs) (cfs)
(cfs)
Barrel (cfs) (cfs)
0.00
0
0
282,00
0,0
3.00
0.4
0
282.00
0,0
D.0
0.0
0.0
0.0
6.00
1.6
75
282.02
0.0
0.0
0.0
0.0
0.0
900
3,6
371
282.08
0.0
0.0
0.0
0.0
0.0
12,00
61
1,015
282.17
0.1
0.1
0,0
0.0
0.0
'
15,00
9,0
2,096
282.30
0.1
0.1
0 D
0.0
0.0
18,00
12.1
3,699
282.48
0.1
0.1
0,0
0.0
0.0
21.00
15.1
5,854
282.69
0.1
0.1
0,0
0.0
0,0
24,00
17.8
8.553
282.94
0.1
0.1
0.0
0.0
0,0
'
27.00
30.00
20.1
21.7
11,747
15,348
283.21
283.50
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0,0
0,0
0,0
33.00
22,6
19,242
283.80
0.1
0.1
0.0
0,0
0.0
36.00
22,6
23.291
284,10
1.1
0,1
0.0
OA
1.0
39.00
21.8
27.164
284.37
7.6
0.1
0.0
0,0
7.5
42.00
45.00
20.2
18.2
29,718
30.914
284.55
284,63
13.6
16.7
0.1
0.1
0.0
0.0
0,0
0.0
13.5
16.7
'
48.00
16.2
31.175
294.65
17.4
0.1
0.0
0.0
17,4
51.00
14.5
30,959
284.64
16.9
0.1
0.0
0.0
16,8
54.00
13.0
30.537
284.61
15.7
0.1
0,0
0.0
156
57,00
60.00
11.6
10.4
30,041
29.529
284.57
284,54
14.4
13.1
0.1
0,1
0,0
0.0
0.0
0,0
14,3
13.0
'
63.00
9.3
29,030
284.50
11.9
D 1
0.0
0,0
11.8
66.00
8.3
28.554
284.47
10.8
0,1
0.0
0.0
10.7
69.00
7.4
28.107
284,44
9.7
0.1
0.0
0.0
9.6
72.00
75.00
6.6
5.9
27,688
27,298
284.41
284.38
8,9
7.9
0.1
0.1
0.0
0.0
0.0
D.0
8.7
7.8
'
78.00
5.3
26,935
284.30
7.1
0.1
0.0
0.0
7.1
81.00
4.7
26.597
284.33
6.5
0.1
0.0
0.0
6.4
84.00
4.2
26.283
284.31
5.8
0.1
00
0.0
5.7
87.00
90.00
3.8
3.4
25,991
25,719
284.29
284.27
5.3
4.8
0.1
0.1
0,0
0,0
0.0
0.0
5.2
4.7
'
93-00
3,0
25,467
284.25
4.3
0.1
0.0
0.0
4,2
96.00
2.7
25.232
284.24
3.9
0.1
0.0
0.0
3,a
99.00
2,4
25.013
284.22
3.5
0.1
0.0
0.0
3,4
102.00
105.00
2.1
1.9
24,810
24,620
284.21
284.19
3.2
2.9
0.1
0.1
0.0
0.0
0.0
0,0
31
2,8
'
108.00
1.7
24,444
284.18
2.6
0.1
0.0
0,0
2.5
111.00
1.5
24,280
284.17
2.4
0,1
0.0
0,0
2.3
114.00
1.4
24.126
284.16
2.2
0.1
0.0
0.0
2.1
'
117.00
1.2
23.984
284.15
2.0
0.1
0.0
0.0
1.9
IRichardson Smith Gardner & Associates 6/1/2009 Temp Basin B.rev.xls Routing-10 yr

32 J35
page 4 of 6
E
1)
INFLOW
(cfs)
STORAGE
(cu. ft.)
STAGE
(11.)
OUTFLOW
{cis)
SKIMMER
(cfs)
RISER
(tfs)
Barrel (cfs)
EMERGENCY
SPILLWAY
(cfs)
120-00
1,l
23,851
284.14
1.8
0.1
0.0
0,0
1.7
123,00
1,0
23.726
284.13
1.6
0,1
0.0
0,0
1.5
126.00
0.9
23.611
284.12
1.5
0,1
0.0
0,0
1.4
129,00
U
23.502
284.11
1.3
0,1
0.0
0,0
1.3
132,00
0,7
23,401
284.11
1.2
0,1
0.0
0,0
1.1
135.00
0,6
23,307
284.10
1.1
0,1
0.0
0 0
1.0
138,00
0 6
23,219
284.09
1.0
0,1
0.0
0,0
0.9
141-00
0,5
23.136
' 284.09
0.9
0,1
0.0
0,0
0.8
144.00
0,4
23,059
284.08
0.8
0,1
0.0
0,0
0.8
147,00
0.4
22.987
284.08
0.8
0,1
0.0
0.0
0.7
150,00
0,4
22,919
284.07
0.7
a 1
0.0
0.0
0.6
153,00
0.3
22,856
284.07
0.6
a 1
0.0
0 0
0.6
156.00
0,3
22,797
284.06
0.6
0,1
0.0
0.0
0.5
159-00
a 3
22,741
284.06
0.5
0,1
0.0
0,0
0.5
162.00
0.2
22.689
284.05
0.5
0,1
0.0
0.0
0.4
165.00
0.2
22,639
284,05
0.5
0.1
0.0
00
0.4
168,00
02
22,593
284,05
0,4
0,1
00
0.0
0.3
171 D0
0.2
22,550
284,D4
0,4
0,1
0.0
0,0
0.3
174,00
0.1
22,509
284,04
0.4
0,1
0.0
0,0
0.3
177,00
a 1
22,471
284.04
0.3
0.1
0.0
0,0
0.2
180,00
0.1
22,434
284_D4
0.3
0.1
0.0
0-0
0.2
193,00
0.1
22400
284,03
0,3
0.1
0.0
0.0
0.2
18600
0.1
22,368
284 03
0.3:
0.1
0.0
0.0
0.2
189,00
0,1
22,338
284,03
0,2
0,1
0.0
0.0
0.2
19200
0.1
22,309
284.D3
0,2
0,1
0.0
0.0
0,1
195.00
0,1
22,282
284,02
0,2
0.1
0.0
0.0
0.1
198.00
0.1
22,256
284.02
0,2
0.1
0.0
0.0
0.1
201.00
0.1
22,231
284.02
0,2
0.1
0.0
0.0
0.1
204,00
0.0
22,208
284,02
0,2
0.1
0.0
0.0
0,1
207.00
0.0
22,186
284,02
02
0,1
0.0
D0
0,1
210.00
a 0
22,165
284,02
0 1
0,1
0.0
0.0
0,1
213.00
a
22,144
284 D1
0,1
0,1
0.0
0.0
0,1
216-00
0,0
22,125
284.01
0,1
0T
0.0
0.0
0.0
219.00
0,0
22,107
284,01
0.1
0.1
0.0
0.0
010
222.00
0,a
22,089
284,01
0,1
0.1
0.0
0.0
0,0
225.00
a 0
22,072
284,D1
0,1
❑.1
0,0
0.0
0,0
Richardson Smith Gardner & Associates 6/1/2009 Temp Basin B.rev.xls Routing-10 yr

3313S
page 5 of 6
Richardson Smith Gardner & Associates
sxaeT
ENGINEERING AND GEOLOGICAL SERVICES
JOB#
SWAKE-09-7
South Wake Landfill
DATE
ev:
G Mills09
�, nndi
Temporary Sediment Basin B (Entire Basin, with Forebay)
CHKD BY,
r%�M
Data:
Op = 25.0 cfs (25 yr storm)
''Flow
Tp =
34,6 min
dT =
3 min (User Input - time interval)
Basin Shape Data:
assumes storage function is a power fit
equation where S = K. Z°
'
Ks =
9266.549231
b =
1.244053664
Zo (it)
282 (basin invert)
Z initial
282 (user input)(pool surface
at the start of the storm)
Riser Data:
# of Risers = (calculation assume the riser acts
as a
weir)
Diameter
of Riser ={inches}
Cw =(weir
coefficient)
M302397
Zcrest =(Principal
spillway elevation)
SKIMMER ORIFICE DIAMETER
Barrel Data:
3 INCHES
# of
Barrels = 1
HEAD ON SKIMMER ORIFICE
Diameter
of Barrel =
0 (inches)
1.5 INCHES
Z invert =
282 (barrel invert)
Cd =
0.6 (discharge coefficient)
t
Emergency Spillway
base width I10
Elevationj
284
PEAK FLOW VALUES
Peak Stage = 284.72
feet
'
Peak Outflow = 20.2
cfs
EMERGENCY
TIME
INFLOW
STORAGE
STAGE OUTFLOW
RISER
SPILLWAY
'
(min)
000
(cfs)
0
(cu. tt.)
0
(ft.) (cfs)
282.00 0.0
(cfs) Barrel {cis)
(cis)
3,00
0.5
0
282.00 0.0
0-0
00
0.0
0.0
6,00
1.8
83
282.02 0.0
0.0
0,0
0.4
0.0
900
3.9
408
282.08 0.0
0.0
0,0
0.0
0.0
12,00
6.7
1.118
282.18 0.1
0.1
0,0
0.0
0.0
'
15,00
9.9
2,311
282,33 0.1
0,1
0,0
0,0
0.0
18.00
13.3
4.078
282,52 0.1
0.1
0,0
0,0
0.0
21.00
16.6
6.455
282,75 0.1
0,1
0.0
0,0
0.0
24.00
19.6
9.430
283,01 0.1
0.1
0-0
0,0
0.0
'
27,00
30.00
22.1
23.9
12.950
16,919
283,31 0.1
283.62 0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
33.00
24.9
21,211
283.95 0.1
0.1
0.0
0.0
0.0
36.00
24.9
25.673
284.27 4.7
0.1
0.0
0.0
4.6
39.00
24.0
29316
284.52 12,6
0.1
0.0
0.0
12,5
42.00
45.00
22.3
200
31,375
32.152
284.67 18.0
284.72 20,2
0.1
0.1
0.0
0.0
0.0
0.0
17.9
20,1
'
48.00
17.9
32,127
284.72 20.1
0.1
0.0
0.0
20,0
51.00
16.0
31,731
284.69 19,0
0.1
0.0
0.0
18.9
54.00
14.3
31.192
284.65 17.5
0.1
0.0
0.0
17.4
57.00
6000
12.8
11.4
30.616
30.045
284.61 15.9
284.57 14.4
0.1
0.1
0.0
0.0
0.0
0,0
15.9
14.4
63.00
10.2
29.499
284.54 13.1
0.1
0.0
0.0
13,0
66.00
9.1
28,984
284.50 11.8
0.1
0.0
0.0
11.7
69.00
8.1
28,503
284.47 10.6
0.1
0.0
0.0
10.5
72.00
75.00
7,3
6.5
28,054
27,636
284.44 9.6
284.41 8,7
0.1
0.1
0.0
0.0
0.0
0.0
9.5
8.6
78.00
5.8
27,248
284.38 7.8
0.1
0.0
0.0
7,7
81.00
5.2
26,888
284.35 7.0
0.1
0.0
0.0
7.0
84.00
4,6
26,553
284.33 6,4
0.1
0.0
0.0
6,3
87.00
4.1
26,241
284.31 5.7
0.1
0.0
0.0
5.7
90.00
3.7
25.952
284.29 5,2
01
0.0
0.0
5.1
'
93.00
3,3
25.683
284.27 4.7
0.1
0.0
0.0
4.6
96.00
3.0
25,433
284.25 4.2
0.1
0.0
0.0
4.2
99.00
2,6
25.200
284.23 3.8
0.1
0.0
0.0
3.8
102.00
105.00
2,4
2,1
24,984
24,782
284.22 3.5
284.21 3.1
0.1
0.1
0,0
0,0
0.0
0.0
3.4
3.1
'
108.00
1.9
24,595
284.19 2.9
0,1
0,0
0,0
2.8
111.00
1.7
24.420
284.18 2.6
0,1
0,0
0,0
2.5
114.00
1.5
24,268
284.17 2.3
0.1
0.0
00
2.3
117,00
1.3
24,106
284.16 2.1
0.1
0.0
0,0
2.0
'
Richardson
Smith Gardner Associates
611/2009
Tel Basin B.rev.xls Routing-25 yr
'

3y135
page 6 of 6
TIME
(min)
INFLOW
(cis)
STORAGE
(CU. ft.)
STAGE
(1t.)
OUTFLOW
(cis)
RISER
(Cfs)
Barrel (Cfs)
EMERGENCY
SPILLWAY
(cis;
120.00
12
23.965
28415
1.9
0.1
0.0
0.0
1.8
123,00
1.1
23,833
284.14
1.8
0.1
0,0
0.0
1.7
126,DC
1.0
23,710
284.13
1.6
0.1
00
0,0
1.5
129.00
09
23.595
284.12
1.5
0.1
0,0
0.0
1.4
132,00
0.8
23,488
284.11
1.3
0.1
0,0
0.0
12
135,00
0.7
23,3B8
284.10
1.2
0.1
0,0
0,0
1.1
138.00
0.6
23.294
284.10
1.1
0.1
0,0
0.0
1.0
141-00
0.5
23.207
284.09
1.0
0.1
0,0
0.0
0.9
144.00
0.5
23.125
284.09
0.9
0.1
0,0
0.0
0-8
147.00
0.4
23,049
284.08
0.8
0.1
0.0
0.0
0.7
150.00
0,4
22,977
28407
0.8
0.1
0.0
0.0
0.7
153.00
0-3
22.910
284.07
0.7
0,1
0.0
0.0
0.6
156.00
0,3
22,847
284.07
0.6
0,1
0.0
0.0
0.6
159.00
0,3
22,789
284.06
0.6
0,1
0.0
0.0
0.5
162.00
0,2
22.733
284.06
0.5
0.1
0.0
0.0
0.5
165.00
0,2
22,681
284.05
0.5
0,1
0.0
0.0
0.4
168.00
0.2
22.633
284.05
0.5
0.1
0.0
0.0
0.4
171.00
0,2
22.587
28405
CIA
0.1
0.0
0.0
0,3
174.00
0,2
22.544
284.04
0.4
0.1
0.0
0.0
0.3
177.00
0.1
22,504
284,04
0.4
0.1
0.0
0.0
0,2
180.00
0.1
22,465
284,04
0,3
0.1
0.0
0.0
0,2
183.00
0.1
22.430
28404
0,3
0.1
0.0
0.0
0,2
186_nn
0.1
22,396
284.n3
0.3
D.1
0.0
0.0
0.2
189.00
0.1
22,364
284 A3
0,3
0.1
0.0
0.0
0.2
192.00
0.1
22.333
284.03
0.2
0.1
0.0
0.0
0.2
195.00
0.1
22,3C5
284.03
0,2
0.1
0.0
0.0
01
198.00
0.1
22,278
284.02
0.2
0.1
0.0
0.0
0.1
201.00
0.1
22,252
284.02
0.2
0.1
0.0
0,0
0.1
204.00
0.1
22,228
284.02
0.2
0.1
0.0
0.0
0.1
207.00
0.0
22,205
284-02
0.2
0.1
0.0
0.0
0.1
210,00
0.0
22,183
284.02
0.2
0.1
0.0
0,0
0.1
213,0C
0.0
22,162
284.02
0.1
0.1
0.0
00
0.1
216,00
0.0
22.142
284.01
0.1
0.1
0.0
0,0
0.1
219,00
0.0
22,123
28401
0.1
0.1
0,0
0,0
D.0
222,00
00
22.104
284.01
0.1
0.1
0,0
0,0
D.0
225,00
0.0
22.087
284.01
0.1
0.1
00
0.0
D.0
Richardson Smith Gardner & Associates 6/112009 Temp Basin B.rev.xls Routing-25 yr

m.
M'
.N /1
Cr1
3YA/35

1
1
1
1
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1
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\�\ RICHARDSON SMITH GARDNER & ASSOCIATE
J JEngineering and Geological
a
May 23, 2008 \ r
Ms. Coleen Sullins
Director
North Carolina Department of Environmental and Natural Resources
=*�b
Division of Water Quality
C== 00
cc
512 N. Salisbury St.
N
Raleigh, North Carolina 27604' -
@==5)
RE: South Wake MSW Landfill
L�
Wake County, North Carolina
Representative Outfall Status Petition (NCG #120080)
Dear Ms. Sullins,
On behalf of Wake County, Richardson Smith Gardner & Associates, Inc. is submitting
this
petition for representative outfall status as described in Part 111, Section D of the permit
guidelines for Stormwater General Permit NC'(!120000.
Industrial Activities
Wake County's (MSWLF) landfill will receive municipal solid waste (MSW) originating from
residential, commercial, and industrial sources as pennitted under NC Solid Waste Permit No.
92-22. Stormwater runoff associated with the development of the site has been delineated by
drainage area as shown on Figure I (attached) and summarized by outfall watershed area in
Table 1. Currently, there are l l outfall points for the Phase 1 A operations which warrant a
"representative outfall".
Table 1 — Potential Pollutant Summary
Stormwater
Outfall ID
Potential Pollutant Activities
Watershed
(See Figure 1)
Leachate Storage Tanks
Vehicle
Traffic
Active Landfill
Operations
Area (AC)
1
x
x
x
41
2
x
x
1.5
3
x
x
1.1
4
x
x
8.0
5
x
x
40
6
x
x
29
7
x
6.9
8
x
5.9
9
x
16
10
x
0.4
11
x
1.0
x- Potential Exposures
Source: RSG Engineers, South Wake MSW Landfill Monitoring Plan, Wake-Do141.
14 N. BOYLAN AVENUE + RALEIGH, NC 27603 + TEL. [phone] + FAX [phone] + WWW.RSGENGINEERS.COM

�i

Ms. Coleen Sullins
May 23, 2008
Page 2
Potential Poilutant Exposure
The South Wake Landfill potential pollutants are (1) the active landfill, (2) vehicular traffic, and
(3) the leachate storage tank area. The active landfill is the primary potential pollutant area as
defined by the general permit. The leachate storage tank area functions to collect stonnwater
that comes into contact with waste prior to discharge to the Town of Holly Springs POTW
(Publicly Owned Treatment Works). This storage area includes glass -fused to steel bolted tanks
inside a secondary, containment. Lastly, vehicle traffic associated with waste disposal,
operations, and maintenance are transient across the site. However, the predominant exposure
would include operational equipment which is maintained within the active landfill area. As
shown in Figure 1, the proposed Outfall No. 1 represents a conservative point for monitoring
since it includes all three (3) potential pollutant exposure activities.
Proposed Representative Outfall
Outfall No. 1 represents the largest drainage area with the highest potential pollutant exposoure
originating from the site. Approximately 41 acres drain into Sediment Basin No. 1 located on
the southwest corner of the site. The remaining outfall areas are substantially similar to one
another in terms of size and potential pollutant exposure.
We appreciate your attention in this matter and are prepared to promptly respond to any
questions or concerns regarding this request. Should you have any questions or require
clarification, please contact us at [phone] or by email below.
Regards,
Richardson Smith Gardner & Associates, Inc.
Clark C. Wi ficia
p
Staff Geologist
[e-mail]
Att.
Cc:
Jim Reynolds, Wake County
Ben Habets, Wake County Disposal, LLC
David Pepper, Waste Industries USA, Inc.
Shawn Carroll, Waste Industries USA, Inc.
File
ace A. Smith, P.E.
Prof ct Manager
stacc a,rsen ineers.com
14 N. BOYLAN AVENUE • RALEIGH, NC 27603 • TEL. [phone] • FAX [phone] • WWW.RSGENGINEERS.COM

of WAT�c�
Michael F. Easley, Govemor
State of North Carolina
William G, Ross, Jr,, Secretary
Department of Environment and Natural Resources
7 y Coleen H. Sullins, Director
Division of Water Quality
January 22, 2008
CERT1FiED MAIL 2 3
,�� j", a
�a
David Wells, P.G.
Project Manager r1�ii ; n3" ; ; ,r;F
S&ME, Inc.
3201 Spring Forest Road
Raleigh, [North Carolina 27616
Subject: NPDES Permit General Application
NCG5t000 Ground Water Remediation
NCG510523 RDU Airport
Wake County
Return # 2276
Dear Mr. Wells:
In accordance with Division policy, the application received January 7, 2008 cannot be process. You were notified
by phone January 22, 2008 of the application return status, of the missing information, and of other item that
require' clarification. For documentation purposes the Division is sending this follow up letter citing the following
itemsyrvhich need to be addressed before the permit application can be reconsidered:
■ NPDES PERMIT APPLICATION - NOTICE OF INTENT NCG510000, Page 4, Final Check
List: The Division received only one complete copy, three copies of the application and
support materials are required. All copies are to be signed and sealed by North Carolina PE:
no seal.on the -one copy submitted.
:4
Requirements to clarify technical review:
• Alternatives To Direct Discharge: The preferred method is the proposed discharge to Briar
Creek Reservoir. However, more details including location of the nearest POTW and/or other
owner waste treatment facility along with a rough cost estimate to implement these
approaches are needed.
■ Application Item 8 a) iv) Free product disposal method: The application information
references to the footnote. More details are needed such as a general process description, the
owner of the equipment, and the final disposal method with contactor name if applicable.
Have the same questions for both the spent activated carbon and the recovered oil/water
from the oil separator. Recommend attaching a narrative. Some generic details noted in
"System Components" section of consultant report.
• Reference Drawings: Need to indicate physical location of all sample values, instruments,
miscellaneous connections, and clean out connections.
• Construction Details: Because of the construction environmental issues associated with the
excavation, contaminated soils, and contaminated surface and storm water run off these
items have to be addressed in a narrative. Part of this permit application is for an
Authorization to Construct, recommend adding a section describing the potential
construction environmental issues and how these issues will be mitigated. If off site disposal
is used then details and contracted service method is needed.
Page 1 of 2
Division of Water Quality, point Source Branch Telephone [phone] one
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 FAX [phone] No hCarolina
512 N. Salisbury Street, Raleigh, North Carolina 27604 On the Internet at http.//h2o.enr.state.nc.u_sl -Naturallf
An Equal Opportunity/Affirmative Action Employer

if a corrected application(s) is not received by January 30, 2008 a more formal return will he initiated
including return of the original application. If you have any questions about the NPDES permit process,
contact Ron Berry at [phone] x.531 or email ron.berryrr nemail.net.
Sincerely,
?&'L &-�X
Ron Berry
NPDES Unit
cc: Raleigh Regional Office/Surface Water Protection
NPDES Unit
Central Files
Ronald J. Jewett
Raleigh- Durham Airport Authority
P.O. Box 80001
RDU Airport. North Carolina 27623
Page 2 of 2

+ a
Michael F. Easley, Governor
o�oF w A 7-E9QG
^"Twl
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
January 4, 2008 1 F��
Mr. Jim Reynolds
Waverly F. Akins Wake County Office Building
337 South Salisbury Street
Raleigh, North Carolina 27601
Subject:
Dear Mr. Reynolds:
I t
JAN 10 2eG8 t i
1
DEl l VH1CJH RKIM,-zL OFFICE!
General Permit No. NCG ] 20000 —— -
Southern Wake MSW Landfill
COC No. NCG120080
Wake County
In accordance with your application for a discharge permit received on August 30, 2007, we are
forwarding herewith the subject certificate of coverage (COC) to discharge under the subject state —
NPDES general permit. This permit is issued pursuant to the requirements of North Carolina General
Statute 143-215.1 and the Memorandum of Agreement between North Carolina and the US
Environmental Protection Agency dated May 9, 1994 (or as subsequently amended).
If any parts, measurement frequencies, or sampling requirements contained in this permit are
unacceptable to you, you have the right to request an individual permit by submitting an individual
permit application. Unless such demand is made, this certificate of coverage shall be final and binding.
Please take notice that this certificate of coverage is not transferable except after notice to the
Division of Water Quality. The Division of Water Quality may require modification or revocation and
reissuance of the certificate of coverage. This permit does not affect the legal requirements to obtain
other permits which may be required by the Division of Water Quality or.permits required by the
Division of Land Resources, Coastal Area Management Act or any other federal or local governmental
permit that may be required.
If you have any questions concerning this permit, please contact Bill Diuguid at telephone
number [phone] ext. 382.
Sincerely,
l � i i
Coleen H. Sullins
cc: Raleigh Regional Office
Central Files
Stormwater Permitting Unit Files
Attachments
No �tthl, Carolina
Aalurally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone]
lnternet: www.ncwalclquaiitv.org Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax . t919) 733-9612
An Equal Opportunity/Affirmative Action Employer — 50% Recycledl10% Post Consumer Paper
Customer Service
1-877-623-6748

r%
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG120000
CERTIFICATE OF COVERAGE No. NCG120080
STORMWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission, and the
Federal Water Pollution Control Act, as amended,
Wake County North Carolina
is hereby authorized to discharge stormwater from a facility located at
South Wake MSW Landfill
6000 Old Smithfield Road
Apex
Wake County
to receiving waters designated as Little Branch Creek, Class C, to Cape Fear River Basin, in accordance with the
effluent limitations, monitoring requirements, and other conditions set forth in Parts I, II, III, IV, V and.Vl of
General Permit No. NCG 120000, as attached.
This Certificate of Coverage shall become effective January 4, 2008.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day January 4, 2008.
sY
Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission

714
J'AP VU-IL; f.
Mal _ol
W.17
41
South Wake MSW
Landfill
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iT
I WWrw
th V, t
NN•
4 LA�
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Latitude: 35140'38"
NCG120080 Facility .W
Longitude- 78150'41"
County: Wake South Wake'MSW Location
Stream Class- C Landfill
Receiving Stream: Little Branch Creek
Stream Index: 18-7-6- 1-1 NOT ICARD
Sub -basin: 03-06-07 (Cape Fear River Basin)

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Re: [Fwd: southern wake]
Subject: Re: [Fwd: southern wake]
From: Bill Diuguid <[e-mail]>
Date: Thu, 27 Dec 2007 11:14:26 -0500
To: Judy Garrett <[e-mail]>
Thanks, Judy.
Bill D.
Judy Garrett wrote:
I have reviewed the Notice of Intent submitted for the South Wake Landfill. The Raleigh
Regional Office recommends issuance of the Certificate of Coverage NCG120080 for this
facility. Discharges will be to unnamed tributaries to Little Branch Creek and Big Branch
Creek in the Cape Fear Basin.
If you have questions, please advise.
-------- Original Message --------
Subject: southern wake
Date: Thu, 27 Dec 2007 09:29:16 -0500
From: Danny Smith <[e-mail]>
To: [e-mail]
Is anyone reviewing a Southern wake Landfill stormwater permit. CO called asking for
comments. Please advise.
ds
William H. Diuguid, AICP
Community Planner, Wetlands and Stormwater Branch
Division of Water Quality
Department of Environment and Natural Resources
1617 Mail Service Center
Raleigh North Carolina 27699-1617
Phone: [phone], ex 382
Fax: [phone]
1 of 1 12/27/2007 11:16 AM

W A 7
�9Qt✓
w C
❑ 'C
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
December 18, 2008
Mr. Stacey A. Smith, PE
Project Manager
Richardson Smith Gardner and Associates
14 N. Boylan Avenue
Raleigh, NC 27603
Subject: Request for Representative Outfall Status
South Wake Landfill
Stormwater Permit NCG120080
Wake County
Dear Mr. Smith:
Coleen H. Sullins, Director
Division of Water Quality
On October 6, 2008 Raleigh Regional Office (RRO) representative Judy Garrett observed the
mine site with you to evaluate your request for representative outfall status. During that
inspection the possibility of Representative Outfall Status was discussed.
You requested that outfall No. 1 be allowed to represent the remaining10 outfalls represented on
the map you submitted with your request, titled Representative Outfall Plan, Wake County
Disposal LLC, South Wake MSW Landfill, Phase IA NPDES Monitoring Plan, Fig.1.
During the review of the existing data it was noted that no analytical data has been analysed for
any of the outfalls. Existing qualitative reports indicate orange color in many locations. It was
noted that the qualitative monitoring was conducted on the uphill side of the outfalls. The
qualitative monitoring should be conducted at the end of each outfall(effluent side).
It is determined that the following outfalls can be representative of other outfalls at this time:
1) Outfalls 1 and 5 must continue to be monitored as required and may be allowed to be
representative of outfalls 2, 3 and 4. The effluent of outfall 1 could not be located
due to flooding caused by a beaver dam. The flooding will have to be eliminated so
that qualitative and analytical monitoring can be conducted at this outfall.
2) Outfall number 9 must continue to be monitored and may be considered
representative of outfalls 6, 7, 8, 10 and 11. Outfall 9 pond had a muddy bottom and
the creek was muddy at the effluent.
Sampling is required at the frequency and for the parameters set forth in the permit for Outfalls
1,5and 9.
Because topography and activities change in a dynamic landfill situation, the above approval of
the representative outfall may be revisited/re-opened by either Division of Water Quality or
Wake County. Also, if new outfalls are added or if outfall locations are changed, sampling is
required. In addition, after analytical data is obtained from these locations, we may revisit the
request for representative outfall status.
AAA
OR
Raleigh Regional Office 1628 Mail Service Center phone [phone] Customer Service
Water Quality Section Raleigh, NC 27699-1628 facsimile [phone] 1-877-623-6748

Sunrock Butner Request for Representative Outfall Status, December 2008 Page 2 of 2
Please note that the representative outfall designation is only for analytical monitoring
Ale - requirements of the General Stormwater Permit. The qualitative monitoring requirements are
still effective for all stormwater outfalls.
All sedimentation and erosion controls must be maintained as required by the sedimentation and
erosion control plan approved by the Division of Land Resoureces. In addition, the facility must
comply with the landfill permit issued by the Division of Waste Management.
If you have questions concerning this letter, please contact me or Judy Garrett at [phone].
Sincerely,
Danny Smith
Surface Water Protection Supervisor
Raleigh Regional Office
cc: SWP/RRO Files
Central Files

0
WAKE
COUNTY
NOR'm CARC LIMA
ENVIRONMENTAL
SERVICES
C9 1!P 14 0 LP L ICI
WAKE COUNTY,
NORTH CAROLINA
u
FOR THE
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LV.9
OPERATION AND MAINTENANCE AGREEMENT 9 3' (A 1 Q V 3
The stormwater treatment system for the South Wake Landfill including the landfill vegetative cover layer
(infiltration and protective cover layer) grassy swales, terraced berms and modified dry detention basins shall
be maintained as follows and in accordance with the Erosion and Sedimentation Control Plan and Landfill
Operations Plan:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect detention basin system for sediment accumulation, erosion, trash accumulation, vegetated
cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain the maximum recommended height, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, check dams, swales, terraces, riprap,
etc.) quarterly to maintain proper functioning.
4. Remove accumulated sediment from the detention basin system semi-annually or when depth is reduced
to 50% of the original design depth. Removed sediment shall be disposed of in an appropriate manner
and shall be handled in a manner that will not adversely impact water quality.
5. 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.
6. All components of the stormwater system shall be maintained in good working order.
7. Terraces or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed. Any down gradient erosion must be repaired and/or
replanted as necessary.
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: James S. Revnol
Title: Director of Solid Waste
Address: P.O. Box 550 Raleigh, North Carolina 27602
Phon
Sign,
Date
`Me.! _ a Notary Public for the State of
County of Wa-ke_. , do hereby certify that ICU..'3 S, /Qe nalds
personally appeared before me this c r� day of moo �7 , and acknowledge the due
execution of the forgoing maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires 'off T �D! a 1 _ t �.�, t� "� `
APR I -�
'm' h " M?
f]Eid:i _ WA_r'_'i In
Page 1 of 1 14"AvZS';VDSi4RA44YhTc 8RC

OFFICE USE ONLY
Date Received
Fee Paid
Permit Numbe(s)
&x -0$48 V3
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 4011 Wetlands Unit
EXPRESS REVIEEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
1 I. GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
Wake County, North Carolina
' 2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
James S. Reynolds, Director of Solid Waste
3. Owner Mailing Address for person listed in item 2 above:
PO Box 550
City: Raleigh State: NC zip: 27602
Phone Number: ( 919 ) 856-5520 Fax Number: ( 919 ) 856-6233 Email Address:
James. [e-mail]. us
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
South Wake Landfill
5. Location of Project (street address):
' 6000 Old Smithfield Road
City: Apex,_ NC 27502 County: Wake
6. Directions to project (from nearest major intersection):
Highway 55 Bypass near Highway 1 between Holly Springs and Apex
7. Latitude: 35°41'01" Longitude: 78'50'32" of project
1
8. Contact person who can answer questions about the project:
Name: Dan LaMontagne, PE Telephone Number: ( 919 ) 856-7558 `
Fax Number : [phone] Email Address : [e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ,/ New
Renewal "Modificatidnr
APR 4 Z 0 V
9/2004 Version 1.0 Page I of 4
004.02 - WATER 00k- ,'ti.
Y►'i:Ti.wS AND STOMV,ATEP HfWXH

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major V Sedimentation/Erosion Control V 404/401 Permit ✓ NPDES Stormwater +Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated by infiltration through two feet of vegetative cover -soil material
over landfill footprint, grass swales, and modified dry detention basins. See narrative.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: 180 acres (M5w Footprint) 4. Project Built Upon Area: 100 %
5. How many drainage areas does the project have? 2
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin InformatlofEt�'
a��r,.. _ =a.•
E Afr'' F Drainage'Area 1"r`Drainage
Receiving Stream Name
Little Branch Creek
Big Branch Creek
Receiving Stream Class
Drainage Area
107
73
Existing. Impervious` Area
0
0
Proposed Impervious'Area
3
2
% Impervious" Area (total)
9%
9%
t,_, x, ..,...r* e mt
Impervious, Surface,Area. v,,11�1
t F Drains eiArea 1 ,,"`,1 t, j„'.F
3Fttiw glf
Diainage;Area
On -site Buildings
On -site Streets
3
2
On -site Parking
On -site Sidewalks
Other on -site
Off -site
Total: 3
Total: 2
" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of 4

How was the off -site impervious area listed above derived?
Calculated
' IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
' subdivisions, outparcels and future development prior to the sale of any lot. if lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
' 1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the State.
' 2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
' decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped or altered except as necessary to provide driveway crossings.
' 4. Built -upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
' S. All permitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
' shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
' V. SUPPLEMENT FORMS
' The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 4011wetlands unit website.
tBioretention Worksheet
Dry Detention Worksheet
' Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
1
9/2004 Version 1.0 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals
• Original and two copies of the Express Review Stormwater Management Application
JSR
• Signed and notarized Operation and Maintenance Agreement
JSR
• Three copies of the applicable Supplement Form(s) for each BMP
JSR
• Application processing fee (payable to NCDENR)
JSR
• Detailed narrative description of stormwater treatment/management
JSR
• Three copies of plans and specifications, including:
JSR
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):_ Robert C. Sallach, PE, Olver Incorporated
Mailing Address: 8720 Red Oak Boulevard, Suite 505
City: Charlotte
Phone: ( 704 ) 527-3227
State: NC
so
Fax: ( 704 ) 527-3228
28217
' VIII. APPLICANT'S CERTIFICATION
1. (print or type name of person Iisted in General Information, item 2) James S. Reynolds
' certify that the information included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 2H .1000
Signature: Date:
9/2004 Version L0 Page 4 of 4

Stormwater Management Plan
Prepared for:
Wake County,
North Carolina
S
WAKE
COUNTY '
APRIL 2007
Prepared by: ���tiNNrn�'+h��
��.• ,�� CARo fe,
04.•''Ess
.- of ",
1
�All"a QC���
PP 24�390
1p �/ 3 2co .f -z-
OLVER ' � '•E�Q•• �:
•.... .
INCORPORATED y��'' R i�C. SQ`''
Olver Project No.:
20145.15

TABLE OF CONTENTS
SECTION
PAGE
1.0 PURPOSE........................................................................................1
2.0 CONTACT INFORMATION.....................................................................1
3.0 SITE DESCRIPTION.............................................................................1
4.0 PROJECT BACKGROUND INFORMATION...................................................2
5.0 BEST MANAGEMENT PRACTICES EVALUATION CRITERIA ............................... 3
6.0 BMP EVALUATION............................................................................. 3
7.0 GENERAL BMP DESIGN........................................................................4
8.0 MAINTENANCE PLAN..........................................................................6
9.0 CONCLUSION................................................................................... 6
APPENDICES
A — Calculations
B — Details and Specifications
C — Construction Plans
Wake County, forth Carolina i Stormwater Management Plan
South Wake Landfill April 2007

fl
1
STORMWATER MANAGEMENT PLAN
SOUTH WAKE LANDFILL
WAKE COUNTY, NORTH CAROLINA
1,0 PURPOSE
The purpose of this Stormwater Management Plan (SMP) is to document the design process
used to develop the stormwater management for the South Wake Landfill (SWLF) for Wake
County (County). This SMP describes the stormwater management and control features
included in the design of the SWLF. This SMP has been prepared in general accordance
with the North Carolina Department of Environment and Natural Resources (NCDENR)
Stormwater Best Management Practices manual.
2.0 CONTACT INFORMATION
Owner: The Owner of the site and the person to contact for operation issues is:
Wake County Environmental Services
Attn.: Dan LaMontagne, PE
P.O. Box 550
Raleigh, NC 27602
Telephone: [phone]
Fax: [phone]
Engineer: For questions regarding this SMP, please contact the following:
Olver Incorporated
Attn.: Bob Sallach, PE
8720 Red Oak Boulevard, Suite 505
Charlotte, NC 28217
Telephone: [phone]
Fax: [phone]
3.0 SITE DESCRIPTION
The SWLF is located on Highway 55 Bypass near Highway 1 between Holly Springs and
Apex, North Carolina. The project area is adjacent to and south of the existing Feltonsville
Landfill and by private property on the east. Highway 55 Bypass separates the site and the
private property to the east. South of the project area is private property, and west is County
property.
Wake County, North Carolina 1 Stormwater Management Plan
South Wake Landfill April 2007

rSite topography is characterized by a slightly -to -moderately undulating system of valleys
and ridges trending northeast to southwest. The ridges are the remnants of an ancient
e peneplain that has been thoroughly dissected by an extensive drainage network. Site
elevations range from 345 feet MSL in the northeast portion to 270 feet MSL in the
southwest corner where Little Branch Creek exits the property.
Surface drainage is achieved by Little Branch Creek and associated intermittent streams in
the southern portion of the property and by an unnamed tributary of Big Branch Creek
located along the northern property boundary adjacent to the existing Feltonsville Landfill.
A topographic high ridge separates the surface drainage flow patterns at the site. Both the
northern and the southern tributaries of Little Branch Creek flow toward the west until the
streams join. All the primary drainage features on the site were investigated for the presence
of springs. The drainage features function as intermittent streams that flow only during
periods of precipitation.
■ 4.0 PROJECT BACKGROUND INFORMATION
' Construction and operation of the SWLF will occur in five phases and encompass about 188
lined acres for solid waste disposal. Each phase is anticipated to operate approximately five
years for a total of 25 years of site life. The actual operating life of each phase may differ
' based on daily tonnages, waste densities, and market trends.
As the landfill phases reach capacity, the lined disposal area will increase with the develop-
ment of additional phases forming one contiguous landfill unit at the end of the 25-year
period. Each new phase will be constructed when the previous phase fills with solid waste
' to reach the designed final grades. When the outside final slopes of each phase are achieved,
they are covered with 12 inches of intermediate cover soil and seeded to sustain vegetative
growth until the final cover system is constructed.
' Over the 25-year operational life, development of the SWLF will constantly include both
operational and construction activities. Typical operational and construction activities
include road construction; sediment and erosion control including temporary seeding,
' construction, and maintenance; access roads; earthwork (cut and fill); utility construction;
cell construction; and final cover construction. Thus, operations of the landfill are con-
1 sidered to be a long-term construction project until the landfill is closed with a final cover
system and receives a well -established vegetative cover.
The final cover system consists of, from the bottom up, 12 inches of intermediate cover soil,
a 40-mil LLDPE geomembrane liner, a geocomposite drainage layer, and 24 inches of cover
Wake County, North Carolina 2 Stormwater Management Plan
' South Wake Landfill April 2007

' soil capable of sustaining vegetative growth. It is anticipated that as the landfill unit
expands, certain portions of the outside final slopes will receive the final cover system and
' appropriate stormwater control devices. However, until the final cover system is constructed
the outside slope will be covered with 12 inches of intermediate cover and seeded as
' previously mentioned.
Due to the nature of the amount and type of operation and construction activities anticipated
during the life of the landfill, erosion control measures will be provided and maintained at
the landfill to control stormwater runoff until the landfill reaches capacity. Upon reaching
' capacity and completing the final cover system construction and associated stormwater
control devices, the erosion control measures will then be converted into permanent
stormwater control measures.
5.0 BEST MANAGEMENT PRACTICES EVALUATION CRITERIA
Due to the sensitive nature of the watershed, best management practices (BMPs) were
evaluated at all outfall locations. During the evaluation, the following conditions were con-
sidered:
■ The proximity of the location to surface waters and riparian buffers.
■ The slope and consistency of the topography between the outfaIl and the environ-
mentally sensitive area.
■ The project stormwater flow at the outfall location.
■ The potential for hydrologic trespass on adjacent properties.
■ Any potential safety hazards involved.
■ Access and maintenance issues critical to the continued operation and success of the
BMPs.
■ Existence of natural, non jurisdictional channels or structures for use in routing
stormwater flows.
6.0 BMP EVALUATION
The following steps were followed to determine the applicability of BMPs at each outlet
location:
■ Existing and proposed site topography was reviewed, including phased development
of cells.
Wake County, North Carolina 3 Stormwater Management Plan
' South Wake Landfill April 2007

■ Erosion control measures were reviewed and analyzed for conversion to closeout
BMP utilization.
■ Determine if there is a significant change in project stormwater flows.
■ Vegetative covers with terraced berm ditches were investigated for grass swale
treatment.
Based on this evaluation, BMPs were located where topography allowed while considering
the phased nature of landfill development.
7.0 GENERAL BMP DESIGN
On -site stormwater is treated beginning with terraced berms (grassy swales) on the side
slopes while allowing sheet flow between the terraces, and dry detention discharging into
existing riparian buffers. In the landfills final configuration, all runoff from the capped
landfill will be captured and directed to appropriate dry detention basins.
All BMP designs follow the guidance of the NCDENR Stormwater Best Management
Practices manual, dated July 2005; and during erosion control design, careful consideration
was given to utilizing these features as part of the final site stormwater management.
The detention basins have been designed to accommodate retention of the 1-inch water
quality design storm with subsequent release using a Faircloth type floating skimmer device.
' The floating skimmer arrangement will collect and discharge stormwater retained above the
sediment storage zone. See Figure 1. The skimmer will be hydraulically sized to release the
' design water quality storm volume over a 2-day period. The riser barrel will be perforated
above the water quality storm retention level. The perforations will be sized to release the
10-year, 24-hour storm event over a 2-day period. The detention basin is sized to
' accommodate the 25-year, 24-hour storm. The allocated sediment storage volume equals at
least 20 percent of the total basin volume.
Using Figure 2-2 of the NCDENR Stormwater BMP Manual, a suspended sediment removal
rate of 85 percent has been assumed for the modified dry detention basin design (2-day
' retention) as proposed above. The resultant BMP removal efficiency for the South Wake
Landfill stormwater management system is 85 percent TSS removal with retention only and
' 89 percent when the grassy swale terraces are included. A 25 percent TSS removal
efficiency was assumed for grassy swales.
1
Wake County, North Carolina 4 Stormwater Management Plan
' South Wake Landfill April 2007

SEDIMENT BASIN
FIGURE NO. i
SCALE: N.T.S.
JOB N❑,:20145.15
TED BARREL LENGTH
APRIL 2007
Wa OLD DER

i
8.0 MAINTENANCE PLAN
The following Maintenance Plan will be adhered to on all erosion and sediment control
measures:
■ The contractor, at least week) and immediate) following an rainfall, will inspect
Y Y g Y p
erosion control measures.
■ Any eroded material will be promptly removed from roadways, channels, and
watercourses.
■ Sediment will be removed from behind sediment fences when level of sediment has
reached 0.5 feet deep at the fence. The fence will be repaired as necessary to main-
tain a barrier.
■ All seeded areas will be fertilized, reseeded, and mulched according to the
Vegetative Plan shown on the Drawings.
■ Sediment will be removed from the rock dams when storage capacity has reached
50 percent in total pool depth. Clean or replace the contaminated part of gravel face
of the spillway.
■ Sediment will be removed from the temporary diversion ditch when it becomes
approximately 0.5 feet deep. The diversion will be repaired as necessary to
maintain a barrier.
■ Sediment will be removed from the sediment basins when the storage area is 50
percent full according to the silt gage.
9.0 CONCLUSION
The proposed stormwater management system is designed to be an integrated system of
appropriate BMPs that effectively control and treat on -site stormwater for this facility.
Since the operations of the landfill are considered a long-term construction project, the
coordination between the site erosion control and stormwater management is critical. This
SMP is consistent with both federal and state regulations. Additional details regarding the
individual stormwater structures and BMPs are provided in the appendices.
Wake County, North Carolina 6 Stormwater Management Plan
South Wake Landfill April 2007

' APPENDIX A
CALCULATIONS
Wake County, North Carolina Stormwater Management Plan
' South Wake Landfill April 2007

CALCULATIONS
GENERAL
0
Wake County, North Carolina Stormwater Management Plan
South Wake Landfill April 2007

m

1
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-_
•'4 a: � -
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- - .t tea• - `tea
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,
,
,
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OR
/r'
is �
mI
del •!�i:'��I����- '•,�'�','�'' :y,,�r it'`�i�l'r1�;?:ti:: •j1,f.�-f,�':�.`�'i,ii `i_-°' -_=__
1

Sediment Fence
Sediment fencing was designed according to the following standards and
calculations:
4 The drainage area is less than one -quarter acre per 100 feet of fence.
+ Based on past use of silt fence and its proposed location, it is stable for the
10-year peak storm runoff.
Maximum slope length behind the silt fence does not exceed the specifica-
tions shown in the following table:
Slope
Slope Length (feet)
< 2 percent
100
2 to 5 percent
75
5 to 10 percent
50
10 to 20 percent
25
> 20 percent
15
4 Depth of impounded water will not exceed 1.5 feet at any point along the
fence.
Example Calculation:
Know:
4 Maximum drainage is 0.20 acres.
4 Maximum depth of impounded water is 1.5 feet.
Approximate length of sediment fence is 430 feet.
4 Allowable silt fence slurry flow rate is 0.001 cubic feet per second per
linear foot of sediment fencing, Qfilter (minimum requirement).
Calculate flow for 10-year storm event, Q10:
Q10 = CIA
' C = 0.54
I = 3.75 in/hr (TOC = 2$.33 min.)
A = 0.20 acres
Q10 = 0.54 x 3.71 inlhr x 0.20 acres
Q10 = 0.33 cubic feet per second
Qfilter > Q10
0.43 cubic feet per second > 0.40 cubic feet per second; O.K.
L..

Temporary Sediment Trap
The criteria and calculations for designing the temporary sediment trap is as
follows:
Maximum drainage area for trap is less then 5 acres.
.01 Volume required for sediment trap is 3,600 cubic feet per drainage acre,
measured 1 foot below the spillway crest
Dam height is limited to 8 feet.
To achieve maximum trapping efficiency, a minimum of 435 square feet
per cfs based on the 10-year storm.
i See Section 6.60.1 of Erosion and Sediment Control Manual for
construction and maintenance details.
Example Calculation (B-11):
Know:
Drainage area is 3.5 acres.
Minimum storage required = (3,600 cubic feet per acre) x (3.50 acres)
= 12,600 cubic feet
4 Minimum surface area of sediment trap at 75 percent trap efficiency.
Know:
Total storm. water discharge area is 3.5 acres.
Qio = CIA
Qio = (0.50)(3.57 in./hr.)(3.50 acres) = 6.25 cfs
Required surface area at design flow = (435)(6.25 cfs)
= 2,720 sq. ft.
Dimensions of trap: Surface area at maximum pool depth = Length x Width
2,760 sq. ft. = 60-feet x 46-feet-feet
Use 60 ft. x 46 ft. sediment trap measurement at maximum pool depth.
12,600 cubic feet 12,760 sq. ft. = 4.57 minimum pool depth
Overflow weir length to pass peak discharge of 10-year storm (6.25 cfs).Use 10 ft.
from Table 6.60a of Erosion and Sediment Control Manual

Sediment Basins
Location
LRLienPOAl W
RL.,., WTOP(Mift
Mhj§et 1661%
Pond 1
72
24
542
33
93%
Pond 2
72
24
122
46
82%
Pond 3
72
18
209
16
90%
Pond 4
72
24
236
25
83%
Pond 5
72
24
106
30
79%
Pond 6
72
24
170
35
79%
Temp Pond
72
36
197
85
76%
Sediment Basins - Exit Riprap
4561 ur coW.-
d 1 t,
Pond 1
min
0.7
24
20
Pond 2
min
1
24
24
Pond 3
min
0.6
18
14
Pond 4
min
0.5
24
18
Pond 5
min
0.5
24
18
Pond 6
min
0,7
24
19
Temp Pond
min
0.9
36
30

m m m m m
m m m o m m m m m m m m m �
Ditches
WFWfi MMUFFS&dir
qO"lti4Ql
'LinerW
_p ftff$idif�SI6
W-H)
� (ftlsi
Pond 1
East
Final Cover
Concrete
3
3
2:1
16.5
NA
Exit
12T2 Pond
Cell 1A
Grass
30
1
2.1
3.4
NA
— Diversion (TYP.)
Tempor ry
Grass
3
3
2:1
5.5
NA

Ditch -diversions
Channel calculator
Given Input Data:
shape ........................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 70.0000 cfs
slope 0.0100 ft/ft
Manning's n 0.0400
Height 36.0000 in
Bottom width .................... 36.0000 in
Left slope ...................... 0.5000 ft/ft (V/H)
Right slope ..................... 0.5000 ft/ft (V/H)
computed Results:
Depth ........................... 26.2511 in
Velocity ........................ 4.3387 fps
Full Flowrate ................... 139.7590 cfs
Flow area ....................... 16.1339 ft2
Flow perimeter .................. 1.53.3986 in
Hydraulic radius ................ 15.1454 in
Top width ....................... 141.0045 in
Area ............................ 27.0000 ft2
Perimeter .................... 196.9969 in
Percent full .................... 72.9198 %
1 Critical. Information
critical depth 21.1839 in
critical slope .................. 0.0248 ft/ft
Critical velocity ............... 6.0718 fps
' critical area ................ .. 11.5287 ft2
critical perimeter 130.7374 in
Critical hydraulic radius ....... 12.6983 in
Critical top width .............. 120.7357 in
specific energy.2.4801 ft
.................
Minimum energy 2.6480 ft
Froude number ................... 0.6528
Flow condition .................. subcritical
1
Ll
Page 1

iir ar rr III. r r r r Ir r Ir r Ir �r r r r r �■■
Drop Inlet 1 Culverts
PatF%
Diameter in �
Pi es #
Invert�in EI.
ln�e ouf�El ft
.Len 'th`� ft
Pond 1
42
3
285.00
282.00
190
Pond 2
42
2
316.00
304.00
185
Pond 3
36
3
314.00
310.00
125
Pond 4
42
3
318.00
316.00
380
Pond 5
36
1
326.00
316.00
225
Pond 6
36
2
312.00
304.00
185
Temp Pond
42
2
308.00
306.00
95
Drop Inlet - Exit Riprap
�'PatFi
Con„difion ;
: , d50 ft
Do,� in *
Lai ft
Pond 1
min
2.3
54
60
Pond 2
min
1.6
29
38
Pond 3
min
1.6
46
44
Pond 4
min
1.2
60
41
Pond 5
min
1.4
30
32
Pond 6
min
1.7
37
41
Temp Pond
min
1
48
34
note: Do was interpolated from chart 8.06a using velocities and flow rates

TEMPORARY SKIMMER SEDIMENT BASIN
POND
BOTTOM
ELEVATI❑N
TOP OF BERM
ELEVATI❑N
STORAGE
VOLUME
(CUBIC FEET)
SURFACE AREA
(SQUARE FEET)
EMERGENCY
SPILLWAY
ELEVATI❑N
(10-YR STORM)
SKIMMER SIZE
(IN.)
TI
300.00'
310.00'
314,300
52,300
308.00'
8
T2
312.00'
318-00'
92,000
34,000
316.00,
S
T3
304.00'
310.00'
45,900
16,800
308.00'
4
T4
278,00'
284.00'
50,400
15,200
282.00'
4
T5
304.00'
310,00'
27,200
7,300
308.00,
3
T6
286.00'
292.00'
20,200
8,300
290.00'
3
T7
294.00'
300.00'
21,500
8,500
298.00'
3
T8
304.00'
310-00'
22,300
13,100
308.00'
3
T9
306.00'
310.00'
23,400
13,300
308,00'
3
T10
320.00'
324,00'
29,200
16,100
322.00'
3

CALCULATIONS
PHASE 1
Wake County, North Carolina Stormwater Management Plan
' South Wake Landfill April 2007

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,y rHX Lal / % ' l}dr '-- .. _ ,1 ,+L 11�` m1:J6.-4;-
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s q E - SOUTH WAKE MSW LANDFILL `�� OLVER INCORPORATED
Z - ��
CL - > z z SITE DEVELOPMENT PLAN OK
7Consultlng Enelneers &Planners
N I; \ i- � -
N\rnmm
3 0 -4 PHASE 1 CHARLOTTE NORTOH LCAROLINA 28217EVARD, SUITE 05STORMWATER MANAGEMENT PLAN [phone]
Rev. i Descrlatlon i Date 1 8v �� )

Project No. DWQ
' DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
' DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
' agreement. An incomplete submittal package will result in a request for adclitional information and will substantially delay final review and
approval of the project
I. PROJECT INFORMATION (please complete the following information):
' Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number. 919 856-7558
For projects with multiple basins, specify which basin this worksheet applies to:_ Basin 1
Drainage Area: 82 acres Percent Impervious Area:4,4 %
' II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management. Practices Manual (N.C, Department of
' Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
RCS Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
RCS capture runoff from 1 inch storm and craw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 19,800 cubic feet
RCS The basin length to width ratio is greater than 3:1.
RCS The basin side slopes are no steeper than 3:1.
RCS A small permanent pool at outlet orifice is provided to reduce clogging.
RCS An emergency drain to completely empty the basin is provided.'
RCS Vegetation plan prepared is specified on plans.
RCS Basin to be stabilized within 14 days of construction is specified.
RCS Sediment storage (20%of detention volume) in addition to detention volume is provided.
RCS Inlet and outlet erosion control measures to prevent scour are provided.
RCS Additional treatment to meet the 85% TSS removal efficiency is provided.
RCS Access for clean -out and maintenance is provided.
RCS Inlet plunge pool or other energy dissipation is provided.
RCS Forebay is provided to capture sediment and minimize clean -out problems. (2)
RCS Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
RCS Seasonal high water table is at least 1 foot below bottom of basin.
RCS If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
_RCS A site specific operation and maintenance plan with the following provisions is provided.
gCS The 0&M agreement is signed by the responsible party and notarized.
Excluded by:
* Olver Incorporated on behalf of the County
(')The skimmer device will also be used as an emergency drain.
Because of the dual use function (EFtS and water quality) of the retention basins, the use of a
' forebay is not considered to be practical.
I

Pond 1
Total area (A) 0.128346 sq miles 82 acres
Longest Path (L) 1835.8 ft
Change in Height (H) 284 ft
CN calculation
Description Area Curve number Type
Landfill 3266452 78 open space 50-75% grass
around pond 154737.3 74 open space >75%
Ditches 1 156892.1 98 paved streets
CN 78.70398
C Calculation
Description Area Curve number Type
Landfill 3266452 0.8 open space 50-75% grass
around pond 154737.3 0.7 open space >75%
Ditches 156892.1 0.95 paved streets
C 0.80
Peak Discharge
Tc = ((L3/H)0.385)/128
Tc = 5.22 min
125 = gl(h + T) OF equation for Raleigh -Durham
for 25 yr event g = 232, h = 23, T = Tc
125 = 822
Qp = C125A
Depth of Runoff
S = 10001CN - 10
Area (A) in acres
Qp = 541.69 cfs
S = 2.71
Q* = (P-0.2S)21(P+.8S) P is 25 yr 6 hr percipitation (4.62 for RDLI)
Q* = 2.45
Tp = Voll(1.39 Qp)
Tp = 16.18 minutes

� IM � M M M M M r M M M M M M M� rm M
Elevation Volume cu ft S stage Z In S In stage z check
-2721
0
274
170887.3367
276
. 575404.0806
278
1204718,835
280
1990509.907
282
2845118.312
.2841
3741654.169
0.0
2.0 12.04876 0.693147 2
4.0 13.26283 1.386294 4.047026549
6.0 14,00176 1.791759 6,215042208
8.0 14.5039 2.079442 8.318616102
10.0 14.86112 2.302585 1023567074
12.0 15.13504 2.484907 12
b = 1.722485
Ks = 51783.36
3
2.5 4, a ,, 0.5753x_ 6 247'2
0.9994
2
MIN9^,Md
• i"."7E7
NoM
0.5
0
0 2 4 6 8 10 12 14 16
In S

' Start Z 277.5 Riser Barrel Weir
Dia (in) 72 Dia (in) 24 Coef weir 3
Top Elev (ft) 281 E in 272 Crest elev 282
' Coef weir 3.33 Coef bar 0.6 Lw (ft) 45
Coef orf 0.6
' Pond
Time Inflow Storage over Elevation
(min) (oft) base (cu ft) (ft)
0 0
Riser Riser Principal Emergency Total
weir orfice Barrel Spillway Weir outflow
CFS
1
5.09
0
277.50
0
0
32
0
0
0
2
20.16
305.2
277.55
0
0
32
0
0
0
3
44.64
1514.5
277.63
0
0
.32
0
0
0
4
77.62
4192.9
277.73
0
0
33
0
0
0
5
117.86
8850.2
277.86
0
0
33
0
0
0
6
163.84
15921.8
278.00
0
0
34
0
0
0
7
213.85
25752.5
278.17
0
0
34
0
0
0
8
265.99
38583.4
278.34
0
0
35
0
0
0
9
318.32
54543.0
278.53
0
0
36
0
0
0
10
368.86
73642.2
278.73
0
0
36
0
0
0
11
415.73
95774.0
278.93
0
0
37
0
0
0
12
457.15
120717.6
279.13
0
0
37
0
0
0
13
491.57
148146.3
279.34
0
0
38
0
0
0
14
517.70
177640.3
279.55
0
0
39
0
0
0
15
534.56
208702.2
279.75
0
0
39
0
0
0
16
541.51
240775.7
279.94
0
0
40
0
0
0
17
538.30
273266.4
280.13
0
0
40
0
0
0
18
525.04
305564.3
280.30
0
0
41
0
0
0
19
502.23
337066.7
280.47
0
0
41
0
0
0
20
470.74
357200.7
280.62
0
0
42
0
0
0
21
435.18
395444.8
280.76
0
0
42
0
0
0
22
401.59
421555.6
280.88
0
0
42
0
0
0
23
370.60
445651.1
280.99
0
0
43
0
0
0
24
341.99
467886.8
281.09
2
41
43
2
0
2
25
315.60
4B8306.2
281.18
5
58
43
5
0
5
26
291.24
506956.3
281.26
8
69
43
8
0
8
27
268.76
523930.8
281.33
12
79.
44
12
0
12
28
248.02
539333.5
281.40
16
86
44
16
0
16
29
228.87
553269.8
281.46
19
92
44
19
0
19
30
211.21
565842.8
281.51
23
97
44
23
0
23
31
194.91
577152.3
281.55
26
101
44
26
0
26
32
179.86
587293.0
281.60
29
105
44
29
0
29
33
165.98
596354.7
281.63
32
108
44
32
0
32
34
153.17
604421.7
281.66
34
111
44
34
0
34
35
141.35
611572.8
281.69
36
113
45
36
0
36
36
130.44
617881.8
281.72
38
115
45
38
0
38
37
120.37
623417.4
281.74
40
117
45
40
0
40
38
111.08
628243.3
281.76
41
119
45
41
0
41
39
102.51
632418.8
281.78
43
120
45
43
0
43
40
94.60
635998.7
281.79
44
121
45
44
0
44

I
fl
1
41
87.29
639033.7
281.80
45
122
45
45
0
45
42
80.56
641583.1
281.81
46
123
45
45
0
45
43
74.34
643726.6
281.82
47
123
45
45
0
45
44
68.60
645495.9
281,83
47
124
45
45
0
45
45
63.31
646919.8
281.83
48
124
45
45
0
45
46
58.42
648025.2
281.84
48
124
45
45
0
45
47
53.91
648836.8
281.84
48
125
45
45
0
45
48
49.75
649377.4
281.84
48
125
45
45
0
45
49
45.91
649668.0
281.84
49
125
45
45
0
45
50
42.37
649728.0
281.84
49
125
45
45
0
45
51
39.10
649575.4
281,84
49
125
45
45
0
45
52
36.08
649226.E
281.84
48
125
45
45
0
45
53
33.29
648697.1
281.84
48
125
45
45
0
45
54
30.72
648000.7
281.84
48
124
45
45
0
45
55
28.35
647150.6
281.83
48
124
45
45
0
45
56
26.17
646158.7
281.83
47
124
45
45
0
45
57
24.15
645036.1
281.82
47
124
45
45
0
45
58
22.28
643792.9
281.82
47
123
45
45
0
45
59
20.56
642438.7
281.81
46
123
45
45
0
45
60
18.98
640982.1
281.81
46
122
45
45
0
45
61
17.51
639431.2
281.80
45
122
45
45
0
45
62
16.16
637793.3
281.80
45
121
45
45
0
45
63
14,91
636086.9
281.79
44
121
45
44
0
44
64
13.76
634339.2
281.78
43
120
45
43
0
43
65
12.70
632556.8
281.78
43
120
45
43
0
43
66
11.72
630745.5
281.77
42
119
45
42
0
42
67
10.81
628910.6
281.76
42
119
45
42
0
42
68
9.98
627057.2
281.75
41
118
45
41
0
41
69
9.21
625189.6
281,75
41
118
45
41
0
41
70
8,50
623311.7
281,74
40
117
45
40
0
40
71
7.84
621427.3
281,73
39
116
45
39
0
39
72
7.24
619539.7
281,72
39
116
45
39
0
39
73
6.68
617651.7
281.72
38
115
45
38
0
38
74
6.16
61576&0
281.71
38
115
45
38
0
38
75
5,69
613885.1
281.70
37
114
45
37
0
37
76
515
612011.2
281.69
36
113
45
36
0
36
77
4.84
610146.0
281.69
36
113
45
36
0
36
78
4.47
608291.4
281.68
35
112
44
35
0
35
79
4.12
606449.0
281,67
35
112
44
35
0
35
80
3,81
604619.9
281,67
34
111
44
34
0
34
81
3.51
602805.6
281.66
33
110
44
33
0
33
82
3.24
601007.0
281.65
33
110
44
33
0
33
83
2.99
599225.0
281.64
32
109
44
32
0
32
84
2.76
597460.6
281.64
32
109
44
32
0
32
85
2.55
595714.3
281.63
31
108
44
31
0
31
86
2.35
593986.7
281.62
31
107
44
31
0
31
87
2.17
592278.5
281.62
30
107
44
30
0
30
88
2.00
590590.0
281.61
30
106
44
30
0
30
89
1.85
588921.6
281.60
29
106
44
29
0
29
90
1.70
587273.5
281.60
29
105
44
29
0
29
91
1.57
585646.1
281.59
28
104
44
28
0
28
92
1.45
584039.4
281.58
28
104
44
28
0
28
93
1.34
582453.5
281.58
27
103
44
27
0
27
94
1.24
580888.7
281.57
27
103
44
27
0
27
95
1.14
579344.8
281.56
27
102
44
27
0
27
96
1.05
577821.9
281.56
26
102
44
26
0
26
97
0,97
576319.9
281,55
26
101
44
26
0
26

1
1
1
1
98
0.90
574838.8
281.54
25
100
44
25
0
25
99
0.83
573378.5
281.54
25
100
44
25
0
25
100
0.76
571938.9
281.53
24
99
44
24
0
24
101
0.70
570519.8
281.53
24
99
44
24
0
24
102
0.65
569121.0
281.52
24
98
44
24
0
24
103
0.60
567742.5
281.52
23
98
44
23
0
23
104
0.55
566383.9
281.51
23
97
44
23
0
23
105
0.51
565045.2
281.50
22
97
44
22
0
22
106
0.47
563726.0
281.50
22
96
44
22
0
22
107
0.44
562426.2
281.49
22
96
44
22
0
22
108
0.40
561145.5
281.49
21
95
44
21
0
21
109
0.37
559883.8
281.48
21
95
44
21
0
21
110
0.34
558640.7
281,48
21
94
44
21
0
21
111
0.32
557416.0
281,47
20
94
44
20
0
20
112
0.29
556209.4
281.47
20
93
44
20
0
20
113
0,27
555020.8
281.46
20
93
44
20
0
20
114
0.25
553849.7
281.46
19
92
44
19
0
19
115
0.23
552696.1
281.45
19
92
44
19
0
19
116
0.21
551559.6
281.45
19
91
44
19
0
19
117
0.19
550439.9
281,44
19
91
44
19
0
19
118
0.18
549336.8
281,44
18
90
44
18
0
18
119
0.17
548250.1
281.44
18
90
44
18
0
18
120
0.15
547179.4
281.43
18
89
44
18
0
18
121
0.14
546124.6
281.43
17
89
44
17
0
17
122
0.13
545085.3
281,42
17
88
44
17
0
17
123
0.12
544061.4
281,42
17
88
44
17
0
17
124
0.11
543052.4
281.41
17
88
44
17
0
17
125
0.10
542058.3
281,41
16
87
44
16
0
16
126
0.09
541078.8
281.41
16
87
44
16
0
16
127
0.09
540113.6
281.40
16
86
44
16
0
16
128
0.08
539162.4
281.40
16
86
44
16
0
16
129
0.07
538225.1
281.39
15
85
44
15
0
15
130
0.07
537301.3
281.39
15
85
44
15
0
15
131
0,06
536391.0
281.39
15
85
44
15
0
15
132
0.06
536493.7
281.38
15
84
44
15
0
15
133
0.05
534609.4
281.38
15
84
44
15
0
15
134
0.05
533737.8
281.37
14
83
44
14
0
14
135
0.05
532878.E
281.37
14
83
44
14
0
14
136
0.04
532031.7
281.37
14
82
44
14
0
14
137
0,04
531196.9
281,36
14
82
44
14
0
14
138
0.04
530373.8
281.36
14
82
44
14
0
14
139
0.03
529562.4
281.36
13
81
44
13
0
13
140
0.03
528762.5
281.35
13
81
44
13
0
13
141
0.03
527973.8
281.35
13
81
44
13
0
13

Project No, DWQ
' DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
' agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
I. PROJECT INFORMATION (please complete the following information):
' Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: ( 919) 856 8
For projects with multiple basins, specify which basin this worksheet applies to:- Basin 2
Drainage Area: 19 acres Percent Impervious Area: 6.5 %
It. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. if a requirement has not
been met, attach an explanation of why.
Applicants Initials *
RCS Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
RCS capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr, event or volume from 1 inch rain 4.500 cubic feet
RCS The basin length to width ratio is greater than 3:1.
RCS The basin side slopes are no steeper than 3:1.
RCS A small pemianent pool at outlet orifice is provided to reduce clogging.
RCS An emergency drain to completely empty the basin is provided!'
RCS Vegetation plan prepared is specified on plans.
RCS Basin to be stabilized within 14 days of construction is specified.
RCS Sediment storage (20% of detention volume) in addition to detention volume is provided.
RCS Inlet and outlet erosion control measures to prevent scour are provided.
RCS Additional treatment to meet the 85% TSS removal efficiency is provided.
RCS Access for clean -out and maintenance is provided.
RCS Inlet plunge pool or other energy dissipation is provided.
RCS Forebay is provided to capture sediment and minimize clean -out problems,12)
RCS Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
RCS Seasonal high water table is at least 1 foot below bottom of basin.
RCS If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
RCS A site specific operation and maintenance plan with the following provisions is provided.
RCS The 0&M agreement is signed by the responsible party and notarized.
Exctuded by:
' Olver Incorporated on behalf of the County
The skimmer device will also be used as an emergency drain.
(2)Because of the dual use function (E8tS and water quatity) of the retention basins, the use of a
forebay is not considered to be practicat.
1
it

Pond 2
Total area (A)
0.029
sq miles
19 acres
Longest Path (L)
1760
ft
Change in Height (H)
280
ft
CN calculation
Description
Area
Curve number
Type
Landfill
0.023
78
open space 50-75% grass
around pond
0.0044
1
74
open space >75%
Ditches
0.0019
98
paved streets
CN 78.69625
C Calculation
Description
Area Curve
number
Type
Landfill
0.023
0.8
open space 50-75% grass
around pond
0.0044
0.7
open space >75%
Ditches
0.0019
0.95
paved streets
C
0.79
Peals Discharge
Tc = ((L3/H)11•3111)/128
Tc =
5.00 min
125 = g/(h + T) OF equation for Raleigh -Durham
for 25 yr event g = 232, h = 23, T = Tc
125 = 8.28
Qp = C125A
Depth of Runoff
S = 1000/CN -10
Area (A) in acres
Op = 122.20
S = 2.71
Q' = (P-0.2S)2/(P+.8S) P is 25 yr 6 hr percipitation (4.62 for RDU)
Q. = 2.45
Tp = Vol/(1.39 Qp)
Tp = 16.21 minutes

Start Z 303 Riser Barrel Weir
Dia (in) 72 Dia (in) 24 Coef weir 3
Top Elev (ft) 307 E in 298 Crest elev 308
Coef weir 3.33 Coef bar 0.6 t_w (ft) 45
coef orf 0.6
Pond
Time
Inflow
Storage over
Elevation
Riser
Riser
Principal
Emergency
Total
(min)
(cfs)
base (cu ft)
(ft)
weir
orrice
Barrel
Spillway
Weir
outflow
0
0
CFS
1
1.14
0
303.00
0
0
30
0
0
0
2
4.54
68.7
303.04
0
0
30
0
0
0
3
10.04
340.8
303.12
0
0
31
0
0
0
4
17.47
943.5
303.23
0
0
31
0
0
0
5
26.52
1991.5
303.37
0
0
32
0
0
0
6
36.88
3583.0
303.55
0
0
32
0
0
0
7
48.14
5795.6
303.76
0
0
33
0
0
0
8
59.88
8683.8
303.99
0
0
34
0
0
0
9
71.67
12276.7
304.24
0
0
35
0
0
0
10
83.07
16577.1
304.52
0
0
35
0
0
0
11
93.64
21561.2
304.80
0
0
36
0
0
0
12
102.99
27179.6
305.10
0
0
37
0
0
0
13
110.78
33359.2
305.41
0
0
38
0
0
0
14
116.70
40005.9
305.71
0
0
39
0
0
0
15
120.54
47007.9
3D6.02
0
0
40
0
0
0
16
122.15
54240.2
306.32
0
0
41
0
0
0
17
121.48
61569.4
306.61
0
0
42
0
0
0
18
118.54
68858.1
306.88
0
0
42
0
0
0
19
113.45
75970.6
307.14
3
51
43
3
0
3
20
106.40
82574.1
307.38
15
84
44
15
0
15
21
98.39
88085.6
307.57
27
103
44
27
0
27
22
90.81
92377.0
307.71
38
115
45
38
0
38
23
83.81
95555.1
307.82
47
123
45
45
0
45
24
77.35
97892.4
307.90
53
129
45
45
0
45
25
71.38
99830.2
307.96
59
133
45
45
0
45
26
65.88
101400.7
308.01
64
137
45
45
0
46
27
60.80
102621.7
308.05
68
140
45
45
2
47
28
56.12
103446.5
308.08
70
141
46
46
3
49
29
51.79
103902.8
308.09
72
142
46
46
4
49
30
47.80
104044.E
308.10
72
143
46
46
4
50
31
44.11
103928.8
308.09
72
142
46
46
4
49
32
40.71
103606.7
308.08
71
142
46
46
3
49
33
37.57
103120.0
308.07
69
141
45
45
2
48
34
34.68
102500.4
308.05
67
139
45
45
1
47
35
32.01
101769.0
308.02
65
138
45
45
1
46
36
29.54
100935.8
308.00
63
136
45
45
0
45
37
27.26
99990.0
307.97
60
134
45
45
0
45
38
25.16
98912.2
307.93
56
131
45
45
0
45
39
23.22
97713.8
307.89
53
129
45
45
0
45
40
21.43
96404.9
307.85
49
125
45
45
0
45

41
19.78
94995.2
307.80
45
122
45
45
0
45
42
18.25
93493.6
307.75
41
118
45
41
0
41
43
16.85
92137.1
307.71
37
114
45
37
0
37
44
15.55
90916.0
307.66
34
111
44
34
0
34
45
14.35
89809.8
307.63
31
108
44
31
0
31
46
13.24
88802.0
307.59
29
105
44
29
0
29
47
12.22
87879.2
307.56
26
102
44
26
0
26
48
11.28
87030.5
307.53
24
99
44
24
0
24
49
10.41
86246.8
307.50
23
97
44
23
0
23
50
9.61
85520.7
307.48
21
94
44
21
0
21
51
8.87
84845.7
307.46
19
92
44
19
0
19
52
8.18
84216.6
307.43
18
90
44
18
0
18
53
7.55
83628.8
307.41
17
88
44
17
0
17
54
6.97
83078.3
307.39
16
86
44
16
0
16
55
6.43
82561.9
307.38
15
84
44
15
0
15
56
5.94
82076.6
307.36
14
82
44
14
0
14
57
5.48
81619.8
307.34
13
80
44
13
0
13
58
5.06
81189.3
307.33
12
78
44
12
0
12
59
4.67
80782.9
307.31
11
76
44
11
0
11
60
4.31
80399.0
307.30
10
75
44
10
0
10
61
3.98
80036.0
307.29
10
73
43
10
0
10
62
3.67
79692.3
307.28
9
72
43
9
0
9
63
3.39
79366.7
307.26
9
70
43
9
0
9
64
3.13
79058.1
307.25
8
69
43
8
0
8
65
2.88
78765.2
307.24
8
67
43
8
0
8
66
2.66
78487.1
307.23
7
66
43
7
0
7
67
2.46
78223.0
307.22
7
64
43
7
0
7
68
2.27
77972.0
307.21
6
63
43
6
0
6
69
2.09
77733.2
307.21
6
62
43
6
0
6
70
1.93
77506.1
307.20
6
61
43
6
0
6
71
1.78
77289.9
307.19
5
59
43
5
0
5
72
1.65
77084.0
307.18
5
58
43
5
0
5
73
1.52
76887.8
307.18
5
57
43
5
0
5
74
1.40
76700.9
307.17
4
56
43
4
0
4
75
1.29
76522.6
307.16
4
55
43
4
0
4
76
1.19
76352.7
307.16
4
54
43
4
0
4
77
1.10
76190.5
307.15
4
53
43
4
0
4
78
1.02
76035.7
307.15
3
52
43
3
0
3
79
0.94
75887.9
307.14
3
51
43
3
0
3
80
0.87
75746.8
307.13
3
50
43
3
0
3
81
0.80
75611.9
307.13
3
49
43
3
0
3
82
0.74
75483.1
307.13
3
48
43
3
0
3
83
0.68
75359.9
307.12
3
47
43
3
0
3
84
0.63
75242.2
307.12
3
47
43
3
0
3
85
0.58
75129.6
307.11
2
46
43
2
0
2
86
0.54
75021.8
307.11
2
45
43
2
0
2
87
0.49
74918.7
307.11
2
44
43
2
0
2
88
0.46
74820.0
307.10
2
43
43
2
0
2
89
0.42
74725.5
307.10
2
43
43
2
0
2
90
0.39
74635.0
307.09
2
42
43
2
0
2
91
0.36
74548.3
307.09
2
41
43
2
0
2
92
0.33
74465.2
307.09
2
41
43
2
0
2
93
0.31
74385.6
307.09
2
40
43
2
0
2

1
DWQ Project No.
' DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number. 919 856-7558
Swale ID: _Final Cover Typ
Grass Swale Length 440 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 1.55 ac. (on -site and off site drainage to the swale)
' Impervious Area 0 ac. (on -site and off -site drainage to the swale)
Max. Velocity from 2 Yr. Storm 2 fps (2 fps max.)
Max. Velocity from 10 Yr. Storm 5 fps
Min. side slopes 3:1 ratio (3:1 min.)
' Steepest Effective Slope .025 fttft (check dams may be used)
Cover Crop Tall Fescue
' II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. Al a minimum, a complete stormwater management plan submittal includes
' a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials`
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
' RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.")
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided--
Olver Incorporated on behalf of the County
Temporary erosion and sediment control only
P

r
DWQ Project No.
rDIVISION OF WATER QUALITY • GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person; Dan LaMontagne, PE Phone Number: 919 856-7558
Swale ID: _Final Cover Top.
Grass Swale Length 400 ft. (at least 100 R. per tributary acre)
Tributary Drainage Area 2 ac. (on -site and off -site drainage to the swale)
Impervious Area 0 ac. (on -site and off site drainage to the swale)
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
2
fps
5.5
fps
3:1
ratio
.025
ft/ft
Tall Fescue
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ARDlicants Initials*
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.')
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Olver Incorporated on behalf of the County
�'� Temporary erosion and sediment control only

Submit b'y Email,.. '
DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: f919 ) 856-7558
Swale ID: Temp,
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
440 ft.
31 ac.
0 ac.
NA fps
3 fps
2:1 ratio
.013 ft/ft
Tall Fescue
(at least 100 ft, per tributary acre)
(on -site and off -site drainage to the swale)
(on -site and off -site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
AoDlicants Initials*
*** Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
'• Check dams provided.
*"** The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
***' The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Olver Incorporated on behalf of the County
"* Not applicable
*** Included under Sediment and Erosion Control Plan
**`* Operation and Maintenance provisions are included under Sediment and Erosion Control Plan and NCDENR
DWM Permit #92_22.

[l
1
Ditch to pond 1 from North
channel calculator
Given input Data;
shape ........................ Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 76.6000 cfs
slope ........................ 0.0482 ft/ft
Manning's n ..................... 0.0130
Height .......................... 36.0000 in
Bottom width .................... 36.0000 in
Left slope ...................... 0.5000 ft/ft (V/H)
Right slope ..................... 0.5000 ft/ft (V/H)
computed Results:
De th 10.6694 in
Ve�ocity ........................ 18.0303 fps
Full Flowrate ................... 944.1040 cfs
Flow area ..................... 4.2484 ft2
Flow perimeter .................. 83.7151 in
Hydraulic radius ................ 7.3078 in
Top width ....... 78.6777 in
Area ............................ 27.0000 ft2
Perimeter .................... 196.9969 in
Percent full .................... 29.6373 %
Page 1

Ditch to pond 2 from Fast
channel calculator
Given Input Data:
Shape.......................
solving for .....................
Flowrate ........................
slope........................
manning's n .....................
Height..........................
Bottom width ....................
Left slope ......................
Right slope .....................
computed Results:
Deth ...........................
velocity........................
Full Flowrate ...................
Flowarea .......................
Flow perimeter ..................
Hydraulic radius ................
Topwidth .......................
Area............................
Perimeter ....................
Percentfull.., .................
1
Trapezoidal
Depth of Flow
73.5500 cfs
0.0320 ft/ft
0.0130
36.0000 in
36.0000 in
0.5000 ft/ft (V/H)
0.5000 ft/ft (V/H)
11.6236 in
15.3793 fps
769.2567 cfs
4.7824 ft2
87.9822 in
7.8273 in
82.4943 in
27.0000 ft2
196.9969 in
32.2877 %
Page 1
11

LI
Ditch to pond 2 from South
channel calculator
Given Input Data:
shape ....................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate 48.6500 cfs
slope ........................... 0.0395 ft/ft
Manning's n ..................... 0.0130
Height ..................... 36.0000 in
Bottom width .................... 36.0000 in
Left slope ...................... 0.5000 ft/ft (v/H)
Might slope ..................... 0.5000 ft/ft (v/H)
computed Results:
De th ........................... 8.8419 in
velocity ........................ 14.7589 fps
Full Flowrate ................... 854.6629 cfs
Flow area 3.2963 ft2
Flow perimeter .................. 75.5424 in
Hydraulic radius ................ 6.2835 in
Top width ....................... 71.3678 in
Area ............................ 27.0000 ft2
Perimeter .................... 196.9969 in
Percent full .................... 24.5609 %
Page 1
1

Channel From Temp pond (Grass)
Channel Calculator
Given Input Data:
shape ....................... Trapezoidal
solving for ..................... Depth of Flow
Flowrate ........................ 85.0000 cfs
slope 0.0128 ft/ft
manning's n 0.0400
Height 12.0000 in
Bottom width .................... 360.0000 in
Left slope ...................... 0.5000 ft/ft (v/H)
Right slope 0.5000 ft/ft (v/H)
computed Results:
Depth 9.4080 in
velocity 3.4344 fps
Full Flowrate ................... 127.9877 cfs
Flow area ....................... 24.7493 ft2
Flow perimeter .................. 402.0738 in
Hydraulic radius ................ 8.8638 in
Top width ....................... 397.6320 in
Area ............................ 32.0000 ft2
Perimeter .................... 413.6656 in
Percent full .................... 78.4000 %
Page 1

Drop Inlet to Pond 1
Culvert Calculator
All calculator output should be verified prior to design use
Entered Data:
shape.. ...... .................
Number of Barrels ...............
solvingfor .....................
Chart Number ....................
scale Number .................
Chart Description ...............
ENTRANCE
scale Description ...............
Overtopping .....................
Flowrate........................
Manning's n .................
Roadway.Elevation ...............
Inlet Elevation .................
outlet Elevation ...
Diameter........................
Length..........................
Entrance Loss ....................
Tailwater.......................
computed Results:
Headwater.......................
Slope..........................
velocity........................
Messages:
Inlet head > outlet head.
Computing Inlet Control headwater.
Solving Inlet Equation 26.
Solving Inlet Equation 28.
Headwater: 294.4453 ft
Circular
3
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE ENTRANCE WITH HEADWALL
off
384.0000 cfs
0.0130
295.6400 ft
285.1400 ft
276.0000 ft
42.0000 in
190.0000 ft
0.0000
3.5000 ft
294.4453 ft Inlet Control
0.0481 ft/ft
23.7938 fps
Page 1

Drop Inlet to Pond 2.
Culvert Calculator
All calculator output should be verified prior to design use
Entered Data:
shape...........................
Number of Barrels ...............
solvingfor .....................
chart Number ....................
scale Number .................
Chart Description ...............
ENTRANCE
scale Description ...............
overtopping.....................
Flowrate ........................
manning's n .................
Roadway Elevation ...............
Inlet Elevation .................
Outlet Elevation ................
Diameter ........................
Length. .......................
Entrance Loss ...................
Tailwater .......................
Computed Results:
Headwater.......................
slope..........................
velocity ........................
Messages:
Inlet head > outlet head.
Computing Inlet Control headwater.
solving Inlet Equation 26.
Solving Inlet Equation 29.
Headwater: 319.7498 ft
Circular
2
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE ENTRANCE WITH HEADWALL
off
116.4300 cfs
0.0130
324.0000 ft
316.0400 ft
304.0000 ft
42.0000 in
185.0000 ft
0.0000
2.0000 ft
319.7498 ft Inlet Control
0.0651 ft/ft
21.5932 fps
Page 1

Culvert to Temp Pond
Culvert Calculator
All calculator output should be verified prior to design use
Entered Data:
Shaa .......................
Number of Barrels ...............
Solving for .....................
Chart Number ....................
scale Number .................
Chart Description ...............
ENTRANCE
scale Description ...............
overtopping .....................
Flowrate ........................
manning's n .................
Roadway Elevation ...............
Inlet Elevation ................
outlet Elevation ................
Diameter ........................
Length..........................
Entrance Loss ...................
Tailwater .......................
Computed Results:
Headwater .......................
slope..........................
velocity........................
Messages:
Inlet head > outlet head.
computing Inlet Control headwater.
Solving Inlet Equation 26.
solving Inlet Equation 28.
Headwater: 312.8573 ft
Circular
2
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE ENTRANCE WITH HEADWALL
off
154.0000 cfs
0.0240
314.0000 ft
308.0000 ft
306.0000 ft
42.0000 in
95.0000 ft
0.0000
3.5000 ft
312.8573 ft Inlet Control
0.0211 ft/ft
9.3820 fps
Page 1

CALCULATIONS
PHASE 2
Wake County, North Carolina
South Wake Landfill
Stormwater Management flan
April 2007

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I Rev, I Descr0tlon 1 Date By -)

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WQRKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: [phone]
Swale ID: Final Cover Typ
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
440 ft.
1.55 ac.
0 ac.
2 fps
5 fps
3:1 ratio
.025 Rift
Tall Fescue
(at least 100 ft. per tributary acre)
(on -site and off -site drainage to the swale)
(on -site and off -site drainage to the Swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why, At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADNicants Initials"
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater fiow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.("
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
Olver Incorporated on behalf of the County
M Temporary erosion and sediment control only

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: (919 ) 856-7558
Swale ID: Final Cover Top.
Grass Swale Length 400 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 2 ac. (on -site and off site drainage to the Swale)
Impervious Area 0 ac. (on -site and off -site drainage to the Swale)
Max. Velocity from 2 Yr. Storm 2 fps (2 fps max.)
Max. Velocity from 10 Yr. Storm 5.5 fps
Min. side slopes 3:1 ratio (3:1 min.)
' Steepest Effective Slope .025 fyft (check dams may be used)
Cover Crop Tall Fescue
IIi, REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. It a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials*
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.(')
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annuai mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
Olver Incorporated on behalf of the County
Temporary erosion and sediment control only
0
F1
1
11

CALCULATIONS
PHASE 3
f
9
Wake County, North Carolina Stormwater Management Plan
South Wake Landfill April 2007

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Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stonnwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: ( 919) 8 6 8
For projects with multiple basins, specify which basin this worksheet applies to:. Basin 5
Drainage Area: 16 acres Percent Impervious Area: 12 %
ll. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached, If a requirement has not
been met, attach an explanation of why.
Applicants Initials
RCS Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
RCS capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 5,000 cubic feet
RCS The basin length to width ratio is greater than 3:1.
RCS The basin side slopes are no steeper than 3:1.
RCS A small permanent pool at outlet orifice is provided to reduce clogging.
RCS An emergency drain to completely empty the basin is provided. 4
RCS Vegetation plan prepared is specified on plans.
RCS Basin to be stabilized within 14 days of construction is specified.
RCS Sediment storage (20% of detention volume) in addition to detention volume is provided.
RCS Inlet and outlet erosion control measures to prevent scour are provided.
RCS Additional treatment to meet the 85% TSS removal efficiency is provided.
RCS Access for clean -out and maintenance is provided.
RCS Inlet plunge pool or other energy dissipation is provided.
RCS Forebay is provided to capture sediment and minimize clean -out problems,
RCS Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
RCS Seasonal high water table is at least 1 foot below bottom of basin.
RCS If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
RO A site specific operation and maintenance plan with the following provisions is provided.
RCS The 0&M agreement is signed by the responsible party and notarized.
Excluded by:
* Olver Incorporated on behalf of the County
(')The skimmer device will also be used as an emergency drain.
(2)Because of the dual use function (E&S and water quality) of the retention basins, the use of a
forebay is not considered to be practical.

u
1
1
1
1
Pond 5
Total area (A)
Longest Path (L)
Change in Height (H)
CN calculation
Description
Landfill
around pond
Ditches
CN
C Calculation
Description
Landfill
around pond
Ditches
C
Peak Discharge
Tc = ((L3/H)o.385)/128
0.025739 sq miles
1131 Ift
248 ft
16 acres
Area Curve number Type
562327.2 78 open space 50-75% grass
69446.91 74 open space >75%
85779.06 98 paved streets
80.00375
Area Curve number Type
562327.2 0.8 open space 50-75% grass
69446.91 0.45 open space >75%
85779.06 0.95 paved streets
0.78
Tc = 5.14 min
125 = gl(h + T) IDF equation for Raleigh -Durham
for 25 yr event g = 232, h = 23, T = Tc
125 = 8.24
Qp = C125A Area (A) in acres
Qp = 106.47 cfs
Depth of Runoff
S=1000/CN-10
S = 2.50
Q" = (P-0.2S)21(P+.8S) P is 25 yr 6 hr percipitation (4.62 for RDU)
Q* = 2.56
Tp = Voll(1.39 Qp)
Tp = 17.27 minutes

IM IM M M M M M M M M M M M M
Elevation
Volume cu ft S stage Z
In S
In stage
z check
310
0
0.0
312
68808,43898
2.0
11,13908
0.693147
2
314
151047.0971
4.0
11.92535
1.386294
3.8286247
316
247185.6281
6.0
12.41789
1.791759
5.750516422
318
357692,4627
8.0
12.78743
2.079442
7,802773987
320
483034.6948
10.0
13.08784
2.302585
10
2.5
2
0.5
11 11.2
y = 0.8434x - 8.6896
R2 = 0.9993
b = 1.210834
Ks = 29726.54
11.4 11.6 11.8 12 12.2 12.4 12.6 12.8 13
In S

Start Z 315 Riser Barrel Weir
Dia (in) 72 Dia (in) 24 Coef weir 3
Top Elev (ft) 317 E in 310 Crest elev 318
Coef weir 3.33 Coef bar 0.6 Lw (ft) 45
coef orf 0.6
Pond
Time
Inflow
Storage over
Elevation
Riser
Riser
Principal
Emergency
Total
(min)
(cfs)
base (cu ft)
(ft)
weir
orfice
Barrel
Spillway
Weir
outflow
0
0
US
1
0.88
0
315.00
0
0
30
0
0
0
2
3.49
52.7
315.01
0
0
30
0
0
0
3
7.73
261.8
315.02
0
0
30
0
0
0
4
13.48
725.9
315.05
0
0
30
0
0
0
5
20.55
1535.0
315.09
0
0
31
0
0
0
6
28.69
2767.8
315.14
0
0
31
0
0
0
7
37.64
4489.2
315.21
0
0
31
0
0
0
8
47.11
6747.6
315.29
0
0
31
0
0
0
9
56.78
9574.1
315.39
0
0
32
0
0
0
10
66.33
12980.7
315.50
0
0
32
0
0
0
11
75.45
16960.5
315.63
0
0
32
0
0
0
12
83.84
21487.4
315.76
0
0
33
0
0
0
13
91.21
26517.E
315.91
0
0
33
0
0
0
14
97.34
31990.4
316.06
0
0
34
0
0
0
15
102.01
37830.6
316.22
0
0
35
0
0
0
16
105.06
43950.9
316.38
0
0
35
0
0
0
17
106.41
50254.7
316.54
0
0
36
0
0
0
18
106.00
56639.4
316.70
0
0
36
0
0
0
19
103.86
62999.7
316.86
0
0
37
0
0
0
20
100.04
69231.0
317.01
0
14
37
0
0
0
21
94.67
75229.4
317.15
4
53
37
4
0
4
22
88.20
80684.5
317.28
9
72
38
9
0
9
23
81.80
85415.2
317.39
15
85
38
15
0
15
24
75.87
89402.7
317.48
21
95
38
21
0
21
25
70.37
92691.6
317.56
26
102
39
26
0
26
26
65.27
95344.0
317.62
31
107
39
31
0
31
27
60.53
97429.0
317.67
34
111
39
34
0
34
28
56.14
99016.4
317.70
37
114
39
37
0
37
29
52.07
100173.2
317.73
39
116
39
39
0
39
30
48.30
100961.4
317.75
40
118
39
39
0
39
31
44.79
101505.7
317.76
41
118
39
39
0
39
32
41.55
101837.8
317.76
42
119
39
39
0
39
33
38.53
101973.6
317.77
42
119
39
39
0
39
34
35.74
101928.2
317.77
42
119
39
39
0
39
35
33.15
101716.3
317.76
42
119
39
39
0
39
36
30.74
101347.7
317.75
41
118
39
39
0
39
37
28.51
100837.4
317.74
40
117
39
39
0
39
38
26.45
100195.3
317.73
39
116
39
39
0
39
39
24.53
99443.5
317.71
38
115
39
38
0
38
40
22.75
98657.7
317.69
36
113
39
36
0
36

fl
41
21.10
97848.9
317.67
35
112
39
35
0
35
42
19.57
97026.5
317.66
33
110
39
33
0
33
43
18.15
96197.9
317.64
32
109
39
32
0
32
44
16.83
95369.3
317.62
31
107
39
31
0
31
45
15.61
94546.8
317.60
29
105
39
29
0
29
46
14.48
93731.6
317.58
28
104
39
28
0
28
47
13.43
92929.7
317.56
27
102
39
27
0
27
48
12.46
92142.9
317.55
25
101
39
25
0
25
49
11.55
91373.1
317.53
24
99
39
24
0
24
50
10.72
90621.8
317.51
23
97
39
23
0
23
51
9.94
89890.2
317.49
22
96
38
22
0
22
52
9.22
89179.0
317.48
21
94
38
21
0
21
53
8.55
88488.8
317.46
20
93
38
20
0
20
54
7,93
87819.9
317.45
19
91
38
19
0
19
55
7.35
87172.3
317.43
18
89
38
18
0
18
56
6.82
86546.0
317.42
17
88
38
17
0
17
57
6.33
85940.8
317.40
16
86
38
16
0
16
58
5.87
85356.5
317.39
15
85
38
15
0
15
59
5.44
84792.6
317.38
15
84
38
15
0
15
60
5.05
84248.9
317.36
14
82
38
14
0
14
61
4.68
83724.7
317.35
13
81
38
13
0
13
62
4.34
83219.7
317.34
12
79
38
12
0
12
63
4.03
82733.2
317.33
12
78
38
12
0
12
64
3.74
82264.8
317.32
11
77
38
11
0
11
65
3.46
81813.9
317.31
11
75
38
11
0
11
66
3.21
81379.8
317.30
10
74
38
10
0
10
67
2.98
80962.1
317.29
10
73
38
10
0
10
68
2.76
80560.2
317.28
9
72
38
9
0
9
69
2.56
80173.5
317.27
9
71
38
9
0
9
70
2.38
79801.5
317.26
8
69
38
8
0
8
71
2.21
79443.6
317.25
8
68
38
8
0
8
72
2.05
79099.4
317.24
8
67
38
8
0
8
73
1.90
78768.2
317.24
7
66
38
7
0
7
74
1.76
78449.6
317.23
7
65
38
7
0
7
75
1.63
78143.1
317.22
7
64
38
7
0
7
76
1.51
77848.2
317.21
6
63
38
6
0
6
77
1.40
77564.5
317.21
8
62
38
6
0
6
78
1.30
77291.6
317.20
6
61
38
6
0
6
79
1.21
77028.9
317.20
5
60
38
5
0
5
80
1.12
76776.1
317.19
5
59
38
5
0
5
81
1.04
76532.8
317.18
5
58
38
5
0
5
82
0.96
76298.7
317.18
5
57
38
5
0
5
83
0.89
76073.2
317.17
5
57
38
5
0
5
84
0.83
75856.2
317.17
4
56
38
4
0
4
85
0.77
75647.2
317.16
4
55
37
4
0
4
86
0.71
75446.0
317.16
4
54
37
4
0
4
87
0.66
75252.1
317.15
4
53
37
4
0
4
88
0.61
75065.4
317.15
4
53
37
4
0
4
89
0,57
74885.4
317.14
3
52
37
3
0
3
90
0.53
74712.1
317.14
3
51
37
3
0
3
91
0.49
74545.0
317.14
3
.50
37
3
0
3
92
0.45
74383.9
317.13
3
50
37
3
0
3
93
0.42
74228.6
317.13
3
49
37
3
0
3
94
0.39
74078.9
317.13
3
48
37
3
0
3
95
0.36
73934,5
317,12
3
48
37
3
0
3
96
0.34
73795.1
317,12
3
47
37
3
0
3
97
0.31
73660.7
317.12
2
46
37
2
0
2

98
0.29
73531.1
317.11
2
46
37
2
0 2
99
0.27
73405.9
317.11
2
45
37
2
0 2
100
0.25
73285.1
317.11
2
45
37
2
0 2
101
0.23
73168.4
317.10
2
44
37
2
0 2
102
0.21
73055.7
317.10
2
43
37
2
0 2
103
0.20
72946.9
317.10
2
43
37
2
0 2
104
0.18
72841.8
317.10
2
42
37
2
0 2
105
0.17
72740.2
317.09
2
42
37
2
0 2
106
0.16
72642.0
317.09
2
41
37
2
0 2
107
0.15
72547.1
317.09
2
41
37
2
0 2
108
0.14
72455.4
317.09
2
40
37
2
0 2
109
0.13
72366.6
317.09
2
40
37
2
0 2
110
0.12
72280.8
317.08
2
39
37
2
0 2
111
0.11
72197.8
317.08
1
39
37
1
0 1
112
0.10
72117.5
317.08
1
38
37
1
0 1
113
0.09
72039.7
317.08
1
38
37
1
0 1
114
0.09
71964.4
317.08
1
37
37
1
0 1
115
0.08
71891.6
317.07
1
37
37
1
0 1
116
0.07
71821.0
317.07
1
37
37
1
0 1
117
0.07
71752.6
317.07
1
36
37
1
0 1

Project No. DWQ
DMSION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number. l 91 1 8 6 8
For projects with multiple basins, specify which basin this worksheet applies to:_ Basin 6
Drainage Area: 30 acres Percent Impervious Area: 11 %
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met attach an explanation of why.
Applicants Initials
RCS Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
RCS capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 9,200 cubic feet
RCS The basin length to width ratio is greater than 3:1.
RCS The basin side slopes are no steeper than 3:1.
RCS A small permanent pool at outlet orifice is provided to reduce clogging.
RCS An emergency drain to completely empty the basin is provided.
RCS Vegetation plan prepared is specified on plans.
RCS Basin to be stabilized within 14 days of construction is specified.
RCS Sediment storage (20°% of detention volume) in addition to detention volume is provided.
RCS Inlet and outlet erosion control measures to prevent scour are provided.
RCS Additional treatment to meet the 85% TSS removal efficiency is provided.
RCS Access for dean -out and maintenance is provided.
RCS Inlet plunge pool or other energy dissipation is provided.
RCS Forebay is provided to capture sediment and minimize clean -out problems.
�Zf
RCS Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
RCS Seasonal high water table is at least 1 foot below bottom of basin.
RCS _ If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
RCS A site specific operation and maintenance plan with the following provisions is provided.
RCS The 0&M agreement is signed by the responsible party and notarized.
Excluded by:
* Olver Incorporated on behalf of the County
" The skimmer device will also be used as an emergency drain.
(2iBecause of the duat use function (EFtS and water duality) of the retention basins, the use of a
forebay is not considered to be practicat.

Pond 6
Total area (A) 0.047592 sq miles 30 acres
Longest Path (L) 2120.31 ft
Change in Height (H) 292 ft
CN calculation
Description Area Curve number Type
Landfill 1148438 7$ open space 50-75% grass
around pond �3' 048. 1
9 74 open space >75%
Ditches 139307.5 981 paved streets
CN 80
C Calculation
Description Area Curve number Type
Landfill 1148438 0.8 open space 50-75% grass
around pond 39048.19 0.7 open space >75%
Ditches 139307.5 0.95 paved streets
C 0.81
Peak Discharge
Tc = ((L3/H)v.3s5)/128
Tc = 6.10 min
125 = g/(h + T) OF equation for Raleigh -Durham
for 25 yr event g = 232, h = 23, T = Tc
125 = 7.97
Qp = C125A
Depth of Runoff
S = 1000/CN - 10
Area (A) in acres
Qp = 197.35 cfs
S = 2.50
Q* = (P-0.2S)2/(P+.8S) P is 25 yr 6 hr percipitation (4.62 for RDLI)
Q* = 2.56
Tp = Vol/(1.39 Qp)
Tp = 17.21 minutes

1
Ll
1
1
Start Z
288.5 Riser
Barrel
Weir
Dia (in)
72 Ria (in)
21 Coef weir
3
Top Elev (ft) 291 E in
2$6 Crest elev
F 294
Coef weir
3.33 Coef bar
0.6 Lw (ft)
45
coef orf
0.6
Pond
Time
Inflow
Storage over
Elevation
Riser Riser
Principal
Emergency
Total
(min)
(cfs)
base (cu ft)
(ft)
weir orfice
Barrel Spillway
Weir
outflow
0
0
CFS
1
1.64
0
288.50
0
0
15
0
0
0
2
6.50
98.3
288.50
0
0
15
0
0
0
3
14.42
488.3
288.52
0
0
15
0
0
0
4
25.14
1353.7
288.54
0
0
15
0
0
0
5
38.31
2862.4
288.57
0
0
15
0
0
0
6
53.48
5160.9
288.62
0
0
15
0
0
0
7
70.15
8369.5
288.67
0
0
16
0
0
0
8
87.76
12578.3
288.75
0
0
16
0
0
0
9
105.74
17844.2
288.83
0
0
16
0
0
0
10
123.49
24188.8
288.93
0
0
17
0
0
0
11
140.41
31598.1
289.04
0
0
17
0
0
0
12
155.94
40022.7
289.17
0
0
18
0
0
0
13
169.58
49379.3
289.30
0
0
16
0
0
0
14
180.85
59553.9
289.44
0
0
19
0
0
0
15
189.40
70405.2
289.58
0
0
19
0
0
0
16
194.94
81769.3
289.73
0
0
20
0
0
0
17
197.28
93465.6
289.88
0
0
20
0
0
0
18
196.34
105302.1
290.03
0
0
21
0
0
0
19
192.16
117082.4
290.17
0
0
21
0
0
0
20
184.87
128611.9
290.31
0
0
21
0
0
0
21
174.72
139704.2
290.45
0
0
22
0
0
0
22
162.63
150187.6
290.57
0
0
22
0
0
0
23
150.80
159945.1
290.68
0
0
23
0
0
0
24
139.83
168992.9
290.79
0
0
23
0
0
0
25
129.66
177382.6
290.89
0
0
23
0
0
0
26
120.23
185162.0
290.98
0
0
23
0
0
0
27
111.48
192375.6
291.06
1
33
24
1
0
1
28
103.37
199011.1
291.13
3
50
24
3
0
3
29
95.85
205028.7
291.20
6
61
24
6
0
6
30
88.86
210437.8
291.26
8
70
24
8
0
8
31
82.42
215262.7
291.32
11
77
24
11
0
11
32
76.42
219534.9
291.37
14
82
25
14
0
14
33
70.86
223289.7
291.41
16
87
25
16
0
16
34
65.71
226563.9
291.44
19
91
25
19
0
19
35
60.93
229394.5
291.47
21
94
25
21
0
21
36
56.50
231817.9
291.50
22
96
25
22
0
22
37
52.39
233869.1
291.52
24
99
25
24
0
24
38
48.58
235581.8
291.54
25
100
25
25
0
25
39
45.04
236997.4
291.56
26
102
25
25
0
25
40
41.77
238198.5
291.57
27
103
25
25
0
25

1
1
1
1
1
1
n
1
41
38.73
239200.9
291.58
28
104
25
25
0
25
42
35.91
240019.2
291.59
29
105
25
25
0
25
43
33.30
240667.1
291.60
29
105
25
25
0
25
44
30.88
241157.1
291.61
30
106
25
25
0
25
45
28.63
241500.9
291.61
30
106
25
25
0
25
46
26.55
241709.3
291.61
30
106
25
25
0
25
47
24.62
241792.4
291.61
30
107
25
25
0
25
48
22.83
241759.5
291.61
30
106
25
25
0
25
49
21.17
241619.3
291.61
30
106
25
25
0
25
50
19.63
241379.6
291.61
30
106
25
25
0
25
51
18.20
241048.0
291.60
29
106
25
25
0
25
52
16.88
240631.3
291.60
29
105
25
25
0
25
53
15.65
240135.9
291.59
29
105
25
25
0
25
54
14.51
239567.7
291.59
28
104
25
25
0
25
55
13.45
238932.3
291.58
28
104
25
25
0
25
56
12.48
238234.6
291.57
27
103
25
25
0
25
57
11.57
237479.4
291.56
27
102
25
25
0
25
58
10.73
236671.2
291.56
26
101
25
25
0
25
59
9.95
235813.8
291.55
25
101
25
25
0
25
60
9.22
234911.2
291.54
25
100
25
25
0
25
61
8.55
233986.6
291.53
24
99
25
24
0
24
62
7.93
233063.9
291.52
23
98
25
23
0
23
63
7.35
232145.5
291.51
23
97
25
23
0
23
64
6.82
231233.6
291.50
22
96
25
22
0
22
65
6.32
230330.0
291.49
21
95
25
21
0
21
66
5.86
229436.3
291.48
21
94
25
21
0
21
67
5.44
228553.9
291.47
20
93
25
20
0
20
68
5.04
227683.9
291.46
19
92
25
19
0
19
69
4.67
226827.2
291.45
19
91
25
19
0
19
70
4.33
225984.7
291.44
18
90
25
18
0
18
71
4.02
225157.0
291.43
18
89
25
18
0
18
72
3.73
224344.6
291.42
17
88
25
17
0
17
73
3.46
223547.9
291.41
16
87
25
16
0
16
74
3.20
222767.2
291.40
16
86
25
16
0
16
75
2.97
222002.8
291.39
15
85
25
15
0
15
76
2.76
221254.8
291.38
15
84
25
15
0
15
77
2.55
220523.1
291.38
14
83
25
14
0
14
78
2.37
219807.9
291.37
14
83
25
14
0
14
79
2.20
219109.1
291.36
14
82
24
14
0
14
80
2.04
218426.6
291.35
13
81
24
13
0
13
81
1.89
217760.3
291.35
13
80
24
13
0
13
82
1.75
217109.9
291.34
12
79
24
12
0
12
83
1.62
216475.3
291.33
12
78
24
12
0
12
84
1.51
215856.3
291.32
12
77
24
12
0
12
85
1.40
215252.6
291.32
11
77
24
11
0
11
86
1.29
214664.0
291.31
11
76
24
11
0
11
87
1.20
214090.1
291.30
11
75
24
11
0
11
88
1.11
213530.8
291.30
10
74
24
10
0
10
89
1.03
212985.7
291.29
10
74
24
10
0
10
90
0.96
212454.5
291.29
10
73
24
10
0
10
91
0.89
211936.8
291.28
9
72
24
9
0
9
92
0.82
211432.5
291.27
9
71
24
9
0
9
93
0.76
210941.2
291.27
9
71
24
9
0
9
94
0.71
210462.5
291.26
8
70
24
8
0
8
95
0.66
209996.1
291.26
8
69
24
8
0
8
96
0.61
209541.8
291.25
8
68
24
8
0
8
97
0.56
209099.3
291.25
8
68
24
8
0
8

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
98
0.52
208668.1
291.24
8
67
24
8
0 8
99
0.49
208248,1
291,24
7
66
24
7
0 7
100
0.45
207838.9
291.23
7
66
24
7
0 7
101
0.42
207440.2
291.23
7
65
24
7
0 7
102
0.39
207051.8
291.22
7
65
24
7
0 7
103
0.36
206673.4
291.22
7
64
24
7
0 7
104
0.33
206304.6
291.22
6
63
24
6
0 6
105
0.31
205945.3
291.21
6
63
24
6
0 6
106
0.29
205595.1
291.21
6
62
24
6
0 6
107
0.27
205253.8
291.20
6
62
24
6
0 6
108
0.25
204921.1
291.20
6
61
24
6
0 6
109
0.23
204596.9
291.20
5
60
24
5
0 5
110
0.21
204280.8
291.19
5
60
24
5
0 5
111
0.20
203972.6
291.19
5
59
24
5
0 5
112
0.18
203672.1
291.19
5
59
24
5
0 5
113
0.17
203379.0
291.18
5
58
24
5
0 5
114
0.16
203093.3
291.18
5
58
24
5
0 5
115
0.14
202814.5
291.18
5
57
24
5
0 5
116
0.13
202542.6
291.17
5
57
24
5
0 5
117
0.12
202277.4
291.17
4
56
24
4
0 4

1
fl
1
Drop Inlet to Pond 5
culvert calculator
All calculator output should be verified prior to design use
Entered Data:
shappe...........................
NumberofBarrels ...............
Solving for .....................
chart Number ....................
Scale Number .................
Chart Description ...............
ENTRANCE
Scale Description ...............
Overtopping .....................
Flowrate ........................
manning's n .................
Roadway Elevation ...............
Inlet Elevation .................
Outlet Elevation ................
Diameter ........................
Length..........................
Entrance Loss ...................
Tailwater .......................
computed Results:
Headwater .......................
slope..........................
velocity ........................
circular
2
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE ENTRANCE WITH HEADWALL
off
106.5000 cfs
0.0130
336.0000 ft
326.0000 ft
316.0000 ft
36.0000 in
223.3283 ft
0.0000
3.5000 ft
330.2015 ft Inlet Control
0.0448 ft/ft
18.5789 fps
Page 1
1

DWQ Project No.
DIVISION OF WATER QUALITY • GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name:
South Wake Landfill
Contact Person:
Dan LaMontagne, PE
Phone Number: 919 856-7558
Swale 1D: _Final Cover Typ
Grass Swale Length
440
ft.
(at least 100 ft per tributary acre)
Tributary Drainage Area
1.55
ac.
(on -site and off -site drainage to the swale)
Impervious Area
0
ac.
(on -site and off -site drainage to the swale)
Max. Velocity from 2 Yr. Storm
2
fps
(2 fps max.)
Max. Velocity from 10 Yr. Storm
5
fps
1 Min. side slopes
3:1
ratio
(3:1 min.)
Steepest Effective Slope
.025
ftlft
(check dams may be used)
Cover Crop
Tall Fescue
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. Al a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials"
RCS Vegetation Plan provided on plans
RCS The underlying sails are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.0
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
Olver Incorporated on behalf of the County
�'� Temporary erosion and sediment control only

DWQ Project No.
DIVISION OF WATER QUALITY • GRASSED SWALE WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person. Dan LaMontagne, PE Phone Number, f919 856-7558
Swale ID: _FinaE,LDy ffop.
1
I
1
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
11. REQUIRED ITEMS CHECKLIST
400 ft.
ac.
0
ac.
2
fps
5.5
fps
3:1
ratio
.025
ft/ft
Tall Fescue
(at least 100 fL per tributary acre)
(on4te and off -site drainage to the swale)
(on -site and off -site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADolicants Initials*
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.''
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
• Olver Incorporated on behalf of the County
M Temporary erosion and sediment control only
0

1
CALCULATIONS
PHASE 4
Wake County, North Carolina Stormwater Management Plan
South Wake Landfill April 2007

.
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.ov704) 527-3227
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Project No. DWQ
' DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
' agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
I. PROJECT INFORMATION {please complete the following information):
1 Project Name: South Wake Landfill
Contact Person: Dan La ontagne, PE Phone Number.. ( 919) 8 6 558
' For projects with multiple basins, specify which basin this worksheet applies to:- Basin 3
Drainage Area: 31 acres Percent Impervious Area: 13.4°%
1 II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
' Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached, If a requirement has not
been met, attach an explanation of why.
' Applicants Initials
RCS Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
' RCS capture runoff from 1 inch storm and draw, down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 10,400 cubic feet
RCS The basin length to width ratio is greater than 3:1.
RCS The basin side slopes are no steeper than 3:1.
RCS A small permanent pool at outlet orifice is provided to reduce cic�ging.
RCS An emergency drain to completely empty the basin is provided.
RCS Vegetation plan prepared is specified on plans.
1 RCS Basin to be stabilized within 14 days of construction is specified.
RCS Sediment storage (20%of detention volume) in addition to detention volume is provided.
RCS Inlet and outlet erosion control measures to prevent scour are provided.
RCS Additional treatment to meet the 85% TSS removal efficiency is provided.
RCS Access for clean -out and maintenance is provided.
RCS Inlet plunge pool or other energy dissipation is provided.
RCS Forebay is provided to capture sediment and minimize clean -out problems.�Zf
RCS Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
RCS Seasonal high water table is at least 1 foot below bottom of basin.
RCS If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
RCS A site specific operation and maintenance plan with the following provisions is provided.
' RC5The 0&M agreement is signed by the responsible party and notarized.
Excluded by:
' * Olver Incorporated on behalf of the County
(')The skimmer device will also be used as an emergency drain.
(2) Because of the dual use function (EEtS and water quality) of the retention basins, the use of a
forebay is not considered to be practical.

1
1
1
Pond 3
Total area (A) 0.049142 sq miles 31 acres
Longest Path (L) 1835.8 ft
Change in Height (H) 284 ft
CN calculation
Description Area Curve number Type
Landfill 1151318 78 open space 50-75% grass
around pond 37984.2 74 open space >75%
Ditches 180695.8 98 paved streets
CN 80.527
C Calculation
Description Area Curve number Type
Landfill 1151318 70.8open space50-75% grass
around pond 37984.2 open space >75%
Ditches 180695.8 paved streets
C 0.81
Peak Discharge
Tc = ((L3/H)0.385)'128
Tc = 5.22 min
125 = gl(h + T) OF equation for Raleigh -Durham
for 25 yr event g = 232, h = 23, T = Tc
125 — 8.22
Qp = C125A
Depth of Runoff
S = 10001CN - 10
Area (A) in acres
Qp = 209.43 cfs
S = 2.42
Q" = (P-0.2S)2/(P+.BS) P is 25 yr 6 hr percipitation (4.62 for RDU)
Q" = 2.61
Tp = Vol/(1.39 Qp)
Tp = 17.06 minutes

m m m r m r w r m m m m m m m r r m m
304
0
306
58413.50327
308
126037.694
310
203187.0155
312
290322.4216
314
387904.8661
316
496395.3028

Start Z
307 Riser
Barrel
Weir
Dia (in)
72 Dia (in)
18 Coef weir
3
Top Elev (ft) 313 E in
304 Crest elev
314
Coef weir
3M Coef bar
0.6 Lw (ft)
45
coef orf
0.6
Pond
Time
Inflow
Storage over
Elevation
Riser Riser
Principal
Emergency
Total
(min)
(cfs)
base (cu ft)
(ft)
weir orflce
Barrel Spillway
Weir
outflow
0
0
CFS
1
1.77
0
307.00
0
0
13
0
0
0
2
7.02
106.2
307.01
0
0
13
0
0
0
3
15.57
527.4
307.04
0
0
13
0
0
0
4
27.14
1461.8
307.09
0
0
13
0
0
0
5
41.33
3090.2
307.17
0
0
13
0
0
0
6
57.66
5570.0
307.28
0
0
14
0
0
0
7
75.58
9029.6
307.42
0
0
14
0
0
0
8
94.49
13564.6
307.59
0
0
14
0
0
0
9
113.74
19234.1
307.79
0
0
15
0
0
0
10
132.69
26058.8
308.02
0
0
15
0
0
0
11
150.69
34020.3
308.27
0
0
16
0
0
0
12
167.14
43061.9
308.55
0
0
17
0
0
0
13
181.48
53090.4
308.85
0
0
17
0
0
0
14
193.22
63979.2
309.16
0
0
18
0
0
0
15
201.97
75572.4
309.48
0
0
18
0
0
0
16
207.43
87690.6
309.81
0
0
19
0
0
0
17
209.42
100136.5
310.14
0
0
20
0
0
0
18
207.87
112701.8
310.47
0
0
20
0
0
0
19
202.83
125174.0
310.79
0
0
21
0
0
0
20
194.48
137343.9
311.09
0
0
21
0
0
0
21
183.09
149012.5
311.38
0
0
22
0
0
0
22
170.04
159997.8
311.65
0
0
22
0
0
0
23
157.56
170200.1
311.90
0
0
23
0
0
0
24
146.00
179653.9
312.12
0
0
23
0
0
0
25
135.29
188414.2
312.33
0
0
23
0
0
0
26
125.37
196531.8
312.52
0
0
24
0
0
0
27
116.17
204053.9
312.70
0
0
24
0
0
0
28
107.65
211024.1
312.86
0
0
24
0
0
0
29
99.75
217483.0
313.01
0
15
24
0
0
0
30
92.43
223462.7
313.15
4
53
25
4
0
4
31
85.65
228787.8
313.27
9
71
25
9
0
9
32
79.37
233388.5
313.38
15
84
25
15
0
15
33
73.55
237272.3
313.47
20
93
25
20
0
20
34
68.15
240480.6
313.54
25
100
25
25
0
25
35
63.15
243071.8
313.60
29
105
25
25
0
25
36
58.52
245344.5
313.65
33
110
25
25
0
25
37
54.22
247334.9
313.70
36
114
25
25
0
25
38
50.25
249063.7
313.74
40
117
25
25
0
25
39
46.56
250550.6
313.77
42
119
26
26
0
26
40
43.14
251813.5
313.80
45
122
26
26
0
26

41
39.98
252868.9
313.82
47
123
26
26
0
26
42
37A5
253732.5
313.84
48
125
26
26
0
26
43
34.33
254418.4
313.86
50
126
26
26
0
26
44
31.81
254939.9
313.87
51
127
26
26
0
26
45
29.48
255309.4
313.88
52
127
26
26
0
26
46
27.31
255538.1
313.88
52
128
26
26
0
26
47
25.31
255636.6
313.88
52
128
26
26
0
26
48
23.45
255614.7
313.88
52
128
26
26
0
26
49
21.73
255481.5
313.88
52
128
26
26
0
26
50
20.14
255245.2
313.88
51
127
26
26
0
26
51
18.66
254913.8
313.87
51
127
26
26
0
26
52
17.29
254494.3
313.86
50
126
26
26
0
26
53
16.02
253993.5
313.85
49
125
26
26
0
26
54
14.85
253417.6
313.83
48
124
26
26
0
26
55
13.76
252772.2
313.82
47
123
26
26
0
26
56
12.75
252062.6
313.80
45
122
26
26
0
26
57
11.81
251293.9
313.79
44
121
26
26
0
26
58
10.95
250470.5
313.77
42
119
26
26
0
26
59
10.14
249596.7
313.75
41
118
25
25
0
25
60
9.40
248676.4
313.73
39
116
25
25
0
25
61
8.71
247713.2
313.71
37
114
25
25
0
25
62
8.07
246710.5
313.68
35
112
25
25
0
25
63
7.48
245671.4
313.66
34
111
25
25
0
25
64
6.93
244598.8
313.63
32
108
25
25
0
25
65
6.42
243495.3
313.61
30
106
25
25
0
25
66
5.95
242363.5
313.58
28
104
25
25
0
25
67
5.51
241205.6
313.56
26
102
25
25
0
25
68
5.11
240023.8
313.53
24
99
25
24
0
24
69
4.74
238875.6
313.50
22
97
25
22
0
22
70
4.39
237811.3
313.48
21
94
25
21
0
21
71
4.07
236822.3
313.46
19
92
25
19
0
19
72
3.77
235901.3
313.44
18
90
25
18
0
18
73
3.49
235041.8
313.42
17
88
25
17
0
17
74
3.23
234238.2
313.40
16
86
25
16
0
16
75
3.00
233485.5
313.38
15
84
25
15
0
15
76
2.78
232779.3
313.36
14
82
25
14
0
14
77
2.57
232115.7
313.35
13
81
25
13
0
13
78
2.39
231491.1
313.34
12
79
25
12
0
12
79
2.21
230902.6
313.32
11
77
25
11
0
11
80
2.05
230347.2
313.31
11
76
25
11
0
11
81
1.90
229822.6
313.30
10
74
25
10
0
10
82
1.76
229326.3
313.29
10
73
25
10
0
10
83
1.63
228856.4
313.28
9
71
25
9
0
9
84
1.51
228411.1
313.26
9
70
25
9
0
9
85
1.40
227988.6
313.26
8
69
25
8
0
8
86
1.30
227587.4
313.25
8
68
25
8
0
8
87
1.20
227206.1
313.24
7
66
25
7
0
7
88
1.11
226843.4
313.23
7
65
25
7
0
7
89
1.03
226498.1
313.22
7
64
25
7
0
7
90
0.96
226169.3
313.21
6
63
25
6
0
6
91
0.89
225855.7
313.21
6
62
25
6
0
6
92
0.82
225566.7
313.20
6
61
25
6
0
6
93
0.76
225271.2
313.19
5
60
25
5
0
5
94
0.70
224998.6
313.19
5
59
25
5
0
5
95
0.65
224738.0
313.18
5
58
25
5
0
5
96
0.61
224488.8
313.17
5
57
25
5
0
5
97
0.56
224250.4
313.17
4
56
25
4
0
4

98
0.52
224022.3
313.16
4
55
25
4
0 4
99
0.48
223803.7
313.16
4
54
25
4
0 4
100
0.45
223594.3
313.15
4
53
25
4
0 4
101
0.41
223393.6
313.15
4
53
25
4
0 4
102
0.38
223201.0
313.14
3
52
25
3
0 3
103
0.36
223016.3
313.14
3
51
25
3
0 3
104
0.33
222839.0
313.14
3
50
25
3
0 3
105
0.30
222668.7
313.13
3
50
25
3
0 3
106
0.28
222505.1
313.13
3
49
25
3
0 3
107
0.26
222347.8
313.13
3
48
25
3
0 3
108
0.24
222196.7
313.12
3
47
25
3
0 3
109
0.22
222051.3
313.12
3
47
25
3
0 3
110
021
221911.4
313.12
2
46
25
2
0 2
111
0.19
221776.7
313.11
2
46
25
2
0 2
112
0.18
221647.0
313.11
2
45
25
2
0 2
113
0.17
221522.1
313.11
2
44
25
2
0 2
114
0.15
221401.8
313.10
2
44
25
2
0 2
115
0.14
221285.8
313.10
2
43
25
2
0 2
116
0.13
221174.0
313.10
2
43
25
2
0 2
117
0.12
221066.1
313.10
2
42
25
2
0 2

Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: ( 919) 6-75 8
For projects with multiple basins, specify which basin this worksheet applies to:- Basin 4
Drainage Area: 41 acres Percent Impervious Area: 10 %
111. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
' Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. if a requirement has not
been met, attach an explanation of why.
Applicants Initials
RCS
Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
RCS
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
'
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 12,000 cubic feet
RCS
The basin length to width ratio is greater than 3:1.
RCS
The basin side slopes are no steeper than 3:1.
1
RCS
A small permanent pool at outlet orifice is provided to reduce cloying.
s
RCS
An emergency drain to completely empty the basin is provided.
RCS
Vegetation plan prepared is specified on plans.
RCS
Basin to be stabilized within 14 days of construction is specified.
RCS
Sediment storage (20%of detention volume) in addition to detention volume is provided.
RCS
Inlet and outlet erosion control measures to prevent scour are provided.
RCS
Additional treatment to meet the 85% TSS removal efficiency is provided.
RCS
Access for clean -out and maintenance is provided.
RCS
Inlet plunge pool or other energy dissipation is provided.
RCS
Forebay is provided to capture sediment and minimize clean -out problems.�Zr
RCS
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation,
RCS
Seasonal high water table is at least 1 foot below bottom of basin.
RCS __
___If used as a temporary sediment basin, plans indcate clean -out prior to final operation.
RCS
A site specific operation and maintenance plan with the following provisions is provided.
RCS
The 0&M agreement is signed by the responsible parry and notarized.
Excluded by:
* Olver
Incorporated on behalf of the County
t'fThe skimmer device will also be used as an emergency drain.
('~Because of the dual use function (E&S and water quality) of the retention basins, the use of a
' forebay is not considered to be practical.

Pond 4
Total area (A)
Longest Path (L)
Change in Height (H)
CN calculation
Description
Landfill
around pond
Ditches
CN
C Calculation
Description
Landfill
around pond
Ditches
C
Peak Discharge
Tc = ((La/H)'-"')1128
0.064575 sq miles
2982.83 ft
278 ft
Area Curve number Type
41 acres
15165071 78 open space 50-75% grass
105566.5 74 open space >75%
178174.9 98 paved streets
79.74489
Area Curve number Type
15165071 0.8 open space 50-75% grass
10556&5 0.45 open space >75%
178174.9 0.95 paved streets
0.79
Tc = 9.23 min
125 = gl(h + T) IDF equation for Raleigh -Durham
for 25 yr event g = 232, h = 23, T = Tc
125 = 7.20
Qp = C125A Area (A) in acres
Qp = 236.33 cfs
Depth of Runoff
S = 10001CN - 10
S = 2.54
Q* = (P-0.2S)21(P+.8S) P is 25 yr 6 hr percipitation (4.62 for RDU)
Q* = 2.54
Tp = Voll(1.39 Op)
Tp = 19.35 minutes

r o M M M M M M M M M M MIMI IMI r M M
Elevation
Volume cu ft S stage Z
In S
In stage
z check
310
0
0.0
b = 1.189197
312
74647,132
2.0
11.22053
0.693147
2 Ks = 32736.27
314
160685.5631
4.0
11.9872
1.386294
3.81083719
316
258615.9927
6.0
12.4631
1.791759
5.686134183
318
368924.6583
8.0
12.81835
2.079442
7.66573231
320
492097.3988
10.0
13.10643
2.302585
9.767017033
322
628620.0526
12.0
13.35128
2.484907
12

' Start Z 313.5 Riser Barrel Weir
Dia (in) 72 Dia (in) 30 Coef weir
Top Elev (ft) 319 E in 310 Crest elev
Coef weir 3.33 Coef bar 0.6 Lw (ft)
Coef orf 0.6
' Pond
Time Inflow Storage over Elevation
(min) (cfs) base (cu ft) (ft)
0 0
3
Riser Riser Principal Emergency Total
weir orfice Barrel Spillway Weir outflow
CFS
1
1.55
0
313.50
0
0
35
0
0
0
2
6.18
93.3
313.51
0
0
35
0
0
0
3
13.75
463.9
313.53
0
0
36
0
0
0
4
24.06
1288.6
313.57
0
0
36
0
0
0
5
36.85
2732.2
313.62
0
0
36
0
0
0
6
51.78
4943.4
313.70
0
0
37
0
0
0
7
68.46
8050.4
313.81
0
0
38
0
0
0
8
86.45
12158.0
313.93
0
0
39
0
0
0
9
105.26
17344.7
314.09
0
0
40
0
0
0
10
124.42
23660.5
314.26
0
0
41
0
0
0
11
143.42
31125.9
314.46
0
0
42
0
0
0
12
161.75
39730.9
314.68
0
0
44
0
0
0
13
178.93
49435.8
314.91
0
0
45
0
0
0
14
194.51
60171.5
315.17
0
0
47
0
0
0
15
208.09
71842.4
315.44
0
0
48
0
0
0
16
219.30
84327.8
315.72
0
0
50
0
0
0
17
227.85
97485.8
316.00
0
0
51
0
0
0
18
233.51
111156.8
316.30
0
0
53
0
0
0
19
236.14
125167.5
316.59
0
0
55
0
0
0
20
235.67
139336.1
316.88
0
0
56
0
0
0
21
232.10
153476.1
317.17
0
0
57
0
0
0
22
225.54
167402.1
317.44
0
0
59
0
0
0
23
216.15
180934.3
317.71
0
0
60
0
0
0
24
204.18
193903.1
317.96
0
0
61
0
0
0
25
191.19
206154.0
318.20
0
0
62
0
0
0
26
178.77
217625.7
318.42
0
0
63
0
0
0
27
167.15
228351.8
318.62
0
0
64
0
0
0
28
156.29
238380.9
318.81
0
0
65
0
0
0
29
146.13
247758.2
318.98
0
0
66
0
0
0
30
136.64
256526.2
319.15
4
52
66
4
0
4
31
127.76
264511.1
319.29
10
74
67
10
0
10
32
119.45
271573.3
319.42
17
89
67
17
0
17
33
111.69
277698.0
319.54
25
100
68
25
0
25
34
104.43
282917.8
319.63
32
108
68
32
0
32
35
97.65
287290.7
319.71
38
115
69
38
0
38
36
91.30
290887.8
319.78
43
120
69
43
0
43
37
85.37
293785.7
319.83
47
124
69
47
0
47
38
79.82
296061.6
319.87
51
127
69
51
0
51
39
74.63
297790.0
319.90
54
129
69
54
0
54
40
69.78
299040.8
319.92
56
131
70
56
0
56

P
I
u
41
65.25
299878.6
319.94
57
132
70
57
0
57
42
61.01
300361.8
319.95
58
133
70
58
0
58
43
57.04
300542.6
319.95
58
133
70
58
0
58
44
53.34
300467.6
319.95
58
133
70
58
0
58
45
49.87
300177.7
319.95
58
132
70
58
0
58
46
46,63
299708.5
319.94
57
132
70
57
0
57
47
43.60
299091,4
319.93
56
131
70
56
0
56
48
40.77
298353.2
319.91
55
130
69
55
0
55
49
38.12
297517.2
319.90
53
129
69
53
0
53
50
35.64
296603.5
319.88
52
128
69
52
0
52
51
33.32
295629.2
319.86
50
126
69
50
0
50
52
31.16
294608.9
319.84
49
125
69
49
0
49
53
29.13
293555.1
319.83
47
124
69
47
0
47
54
27.24
292478.4
319.81
45
122
69
45
0
45
55
25.47
291387.6
319.79
44
121
69
44
0
44
56
23.82
290290.4
319.77
42
119
69
42
0
42
57
22.27
289192.9
319.75
40
118
69
40
0
40
58
20.82
288100.5
319.73
39
116
69
39
0
39
59
19.47
287017.5
319.71
37
114
69
37
0
37
60
18.20
285947.4
319.69
36
113
69
36
0
36
61
17.02
284893.3
319.67
34
111
68
34
0
34
62
15.91
283857.4
319.65
33
110
68
33
0
33
63
14.88
282841.6
319.63
31
108
68
31
0
31
64
13.91
281847.5
319.61
30
107
68
30
0
30
65
13.01
280876.1
319.59
29
105
68
29
0
29
66
12.16
279928.2
319.58
28
103
68
28
0
28
67
11,37
279004.4
319.56
26
102
68
26
0
26
68
10.63
278105.2
319.54
25
100
68
25
0
25
69
9.94
277230.5
319.53
24
99
68
24
0
24
70
9.30
276380.6
319.51
23
97
68
23
0
23
71
8.69
275555.3
319.50
22
96
68
22
0
22
72
8.13
274754.3
319.48
21
95
68
21
0
21
73
7.60
273977.5
319.47
20
93
68
20
0
20
74
7.11
273224.5
319.46
19
92
68
19
0
19
75
6.64
272494.7
319.44
18
90
68
18
0
18
76
6.21
271787.9
319.43
18
89
67
18
0
18
77
5.81
271103.5
319.42
17
88
67
17
0
17
78
5.43
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0 3

Drop Inlet to Pond 3
culvert calculator
All calculator output should be verified prior to design use
Entered Data:
shape...... .................
Number Of Barrels ...............
solving for .....................
chart Number ....................
scale Number .................
Chart Description ...............
ENTRANCE
Scale Description ...............
Overtopping .....................
Elowrate .........................
Manning`s n .................
Roadway Elevation ...............
Inlet Elevation .................
Outlet Elevation ................
Diameter .........................
Length. .......................
Entrance Loss ...................
Tailwater .......................
computed Results:
Headwater .......................
slope..........................
velocity ........................
Circular
3
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE ENTRANCE WITH HEADWALL
off
209.4300 cfs
0.0130
324.0000 ft
314.0000 ft
310.0000 ft
36.0000 in
124.4817 ft
0.0000
3.5000 ft
319.8438 ft Inlet Control
0.0321 ft/ft
17.5686 fps
Page 1

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name : South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: (919 ) 856-7558
' Swale ID: -EiaaLL=LTyp
Grass Swale Length 440 ft. (at least 100 ft per tributary acre)
Tributary Drainage Area 1.55 ac. (on -site and off -site drainage to the swale)
Impervious Area 0 ac. (on -site and off -site drainage to the swale)
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
2
fps
5
fps
3:1
ratio
.025
ft/ft
Tall Fescue
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Anmlicants Initials*
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale tames only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided,
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.'}
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Olver Incorporated on behalf of the County
�'► Temporary erosion and sediment control only

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number. 919 856-7558
' Swale ID: Final Cover Top.
Grass Swale Length 400 ft. (at least 100 ft. per tributary acre)
' Tributary Drainage Area 2 ac. (on -site and off -site drainage to the swale)
Impervious Area 0 ac. (on -site and off site drainage to the Swale)
Max. Velocity from 2 Yr. Storm 2 fps (2 fps max.)
' Max. Velocity from 10 Yr. Storm 5.5 fps
Min. side slopes 3:1 ratio (31 min.)
Steepest Effective Slope .025 fvft (check dams may be used)
Cover Crop Tall Fescue
' 11, REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
' a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants initials'
RCS ' Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
' RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swaie provided.
' RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.01
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
Olver Incorporated on behalf of the County
Temporary erosion and sediment control onty
0
1

r
0
CALCULATIONS
PHASE 5
11
Wake County, North Carolina Stormwater Management Plan
South Wake Landfill April 2007

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.. . 1 ReV, 1 DescrlDtlor � D-te 1 By I STORMWATER MANAGEMENT PLAN

DWQ Project No.
' DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name:
South Wake Landfill
Contact Person:
Dan LaMontagne, PE
Phone Number: (919 ) 856-7558
' Swale ID: Final Cover 7yp
Grass Swale Length
440
ft.
(at least 100 ft. per tributary acre)
Tributary Drainage Area
1.55
ac.
(on -site and off site drainage to the Swale)
'
Impervious Area
0
ac.
(on -site and off -site drainage to the swale)
Max. Velocity from 2 Yr. Storm
2
fps
(2 fps max.)
Max. Velocity from 10 Yr. Storm
5
fps
Min. side slopes
3:1
ratio
(3:1 min.)
Steepest Effective Slope
.025
Rift
(check dams may be used)
'
Cover Crop
Tali Fescue
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why, At a minimum, a complete stormwater management plan submittal includes
' a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
'
Applicants Initials*
RCS
Vegetation Plan provided on plans
RCS
The underlying soils are permeable and non -compacted
RCS
Swale carves only stormwater flow
'
RCS
Water table depth is greater than 1 foot.
RCS
Plan details for the swale provided.
RCS
Plan details for the inlets and outlets are provided.
'
RCS
Check dams provided.")
RCS
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
'
RCS
The operation and maintenance agreement signed and notarized by the responsible party is provided,
*
Olver Incorporated on behalf of the County
���
Temporary erosion and sediment control onty

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: (919 ) 856-7558
Swale ID: Final Cover Top.
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
400 ft.
2 ac.
0 ac.
2 fps
5.5 fps
3:1 ratio
.025 fVft
Tall Fescue
(at least 100 ft. per tributary acre)
(on -site and off -site drainage to the swale)
(on -site and off -site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aodicants Initials*
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.11
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Olver Incorporated on behalf of the County
p1 Temporary erosion and sediment control only
0

CALCULATIONS
FINAL
.1
I
Wake County, North Carolina Stormwater Management Plan
' South Wake Landfill April 2007

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: 414 856-7558
Swale lD: -Final Cover Typ
Grass Swale Length
440
ft.
(at least 100 ft. per tributary acre)
Tributary Drainage Area
1.55
ac.
(on -site and off -site drainage to the swale)
Impervious Area
0
ac.
(on -site and off -site drainage to the swale)
Max. Velocity from 2 Yr. Storm
2
fps
(2 fps max.)
Max. Velocity from 10 Yr. Storm
5
fps
Min. side slopes
3:1
ratio
(3:1 min.)
Steepest Effective Slope
.025
ftlft
(check dams may be used)
Cover Crop
Tall Fescue
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials"
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.')
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Olver Incorporated on behalf of the County
�'► Temporary erosion and sediment control only
1
1

DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name : South Wake Landfill
Contact Person: Dan LaMontagne, PE Phone Number: (919 ) 856-7558
Swale ID: Final Cover Top.
Grass Swale Length 400 ft. (at least 100 ft, per tributary acre)
Tributary Drainage Area 2 ac, (on -site and off -site drainage to the swale)
' Impervious Area 0 ac. (on -site and off -site drainage to the swale)
Max. Velocity from 2 Yr. Storm 2 fps (2 fps max.)
Max. Velocity from 10 Yr. Storm 5.5 fps
Min. side slopes 3:1 ratio (3:1 min.)
Steepest Effective Slope .025 ftlft (check dams may be used)
' Cover Crop Tall Fescue
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, allach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials*
RCS Vegetation Plan provided on plans
RCS The underlying soils are permeable and non -compacted
RCS Swale carries only stormwater flow
RCS Water table depth is greater than 1 foot.
RCS Plan details for the swale provided.
RCS Plan details for the inlets and outlets are provided.
RCS Check dams provided.0)
RCS The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
' RCS The operation and maintenance agreement signed and notarized by the responsible party is provided.
Olver Incorporated on behalf of the County
�'f Temporary erosion and sediment control only

' Ditch -Final Cover swale
Channel calculator
Given Input Data:.. .
shape .. Trapezoidal
solving for ..................... Depth of Flow
' Flowrate ........................ 0. 2000 cfs
Slope 0.0200 ft/ft
manning's n 0.0175
Height 12.0000 in
Bottom width 24.0000 in
Left slope ...................... 0.3333 ft/ft (v/H)
Right slope 0.2500 ft/ft (v/H)
computed Results:
' Depth ........................... 5.7739 in
ve ocity 5.6413 fps
Full Flowrate ................... 46.5848 cfs
Flow area ....................... 1.7727 ft2
Flow perimeter 66.0668 in
Hydraulic radius 3.8637 in
Top width ....................... 64.4191 in
Area 5.5002 ft2
Perimeter .................... 111.4280 in
Percent full 48.1159 %
critical information
' Critical depth .................. 0.0000 in
Critical slope 0.0000 ft/ft
Critical velocity ............... 0.0000 fps
Critical area .. 0.0000 ft2
Critical perimeter ..............
0.0000 in
critical hydraulic radius 0.0000 in
critical top width .............. 0.0000 in
specific energy ................. 0.0000 ft
Minimum energy .................. 0.0000 ft
Froude number 0.0000
Flow condition .................. critical
I
Page 1

[l
1
1
APPENDIX B
DETAILS AND SPECIFICATIONS
Wake County, North Carolina Stormwater Management Plan
South Wake Landfill April 2007

12 GUAGE 4W OR 2W WELDED WIRE HOOKED ONTO
PREFORMED CHANNELS ON METAL POSTS, OR FASTENED
TO CEDAR OR WOOD POSTS W/ No 8 STAPLES
ULTRAVIOLET RESISTANT (BLACK) MIR FI FABRIC
OR EQUIVILENT SECURED TO WIRE W% METAL
CUPS OR WIRE AT 80 ON CENTER
MAXIMUM SEDIMENT STORAGE LEVEL.
/REMOVE SEDIMENT WHEN THIS LEVEL IS
'—REACHED OR AS DIRECTED BY ENGINEER
1— CONTRACTOR SHALL LOCATE SEDIMENT STORAGE PITS SUCH
THAT TOTAL DRAINAGE AREA FLOWING TO SILT FENCE
DOES NOT EXCEED 1 ACRE.
2—SILT FENCES SHOULD NOT BE USED AT PIPE OUTLETS
OR IN AREAS OF CONCENTRATED FLOW (CREEKS, DITCHLINES.
SWALES ETC.)
3—CONTRACTOR SHALL REMOVE ACCUMULATED SEDIMENT
FROM PITS THROUGHOUT THE DURATION OF THE PROJECT.
DRAINAGE
PIT
L
RAL GRADE
ITO
INCREASE STORAGE
zxI
FABRIC INTO TRENCH, COVER
CAPACITY & PROLONG THE
LIFE OF THE SILT FENCE,
PROVIDE SEDIMENT
CARRY 60 OF WIRE INTO TRENCH
FRONT OF THE SILT FENCE
WHENEVER POSSIBLE -
METAL, CEDAR OR 4-W TREATED WOOD POSTS
AT 10 OC MAX (CEDAR & WOOD POSTS SHOULD BE
3' DEEP MIN)
SILT FENCE

SEDIMENT FENCE (SILT FENCE). CONSTRUCTION SPECIFICATIONS
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above the ground
surface. (Higher fences may impound volumes of water sufficient to cause failure of the
structure.)
3. Construct the ' filter fabric from a continuous roll cut to the length of the barrier to avoid joints. When joints are necessary, securely fasten the filter cloth only at a support post with overlap
to the next post.
1
1
1
1
1
4. Support standard strength filter fabric by wire mesh fastened securely to the up slope side of
the posts using heavy duty wire staples at least 1 inch long or tie wires. Extend the wire mesh
support to the bottom of the trench.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet apart. - Support
posts should be driven securely into the ground to a minimum of 18 inches.
6. Extra strength filter fabric with 6-foot post spacing does not require wire mesh support fence.
Staple or wire the filter fabric directly to posts.
7. Excavate a trench'approximately 4 inches wide and 8 inches deep along the proposed line of
posts and up slope from the barrier (see detail).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.

FINISH GRA
NISH GRADE
FROPOSEo cONT(XURS
PRESENT TOP OF
CONCRETE)
CONCRETE LINE,Q ,CHANNEL
;RIMETER
�CESS ROAD
16RIC
TEMPORARY DIVERSION
GRASS LINED CHANNEL
EXCELSIOR MATTING
FINISH GRADE

TEMPORARY DIVERSION DITCH CONSTRUCTION SPECIFICATIONS
1. Remove and properly dispose of all trees, brush, stumps, and other objectionable material.
' 2. Ensure that the minimum constructed cross section meets all design requirements.
' 1 Ensure that the top of the dike is not lower at any point than the design elevation plus the
specified settlement.
' 4. Provide sufficient room around diversions to permit machine regrading and cieanout.
' 5. Vegetate the ridge immediately after construction, unless it will remain in place less than 3d
working days.

TEMPORARY SEDIMENT TRAP CONSTRUCTION SPECIFICATIONS
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove
all surface soil containing high amounts of organic matter and stockpile or dispose of it properly.
Haul all objectionable material to the designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter,
and other objectionable material. Place the fill in lifts not to exceed 9 inches and machine
compact it. Over fill the embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and
the soil from piping by using filter fabric or a keyway cutoff trench between the riprap structure
and the soil.
• Place the filter fabric between the riprap and soil. Extend the fabric across the spillway
foundation and sides to the top of the dam; or
• Excavate a keyway trench along the centerline of.the spillway foundation extending up
the sides -to the height of the dam. The trench should be at least 2 feet deep and 2 feet
wide with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment
cleanout.
5. All cut and fill slopes should be 2:1 or flatter.
' 6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3
feet and maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1
side slopes extending to the top of the over -filled embankment. Keep the thickness of the sides
of the spillway outlet structures at a minimum of 21 inches. The weir must be level and
' constructed to grade tQassure design capacity.
8. Material used in the stone section should be a well -graded mixture of stone with a d5o size of 9
' inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches.
The stone may be machine placed and the smaller stones worked into the voids of the larger
stones. The stone should be hard, angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable for the receiving stream.
Keep the edges of the stone outlet section flush with the surrounding ground and shape the
' center to confine the outflow stream.
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not
' damage the embankment.
11. Immediately after construction of the sediment trap stabilize the embankment, emergency
bypass, and all disturbed areas above the sediment pool and downstream from the trap
immediately after construction with vegetation ground cover (see section 6.0 for seeding
requirements).
' I2. Show the distance from the top of the spillway to the sediment cleanout level (one-half the
design depth) on the plans and mark it in the field.
1

m m= m m m� m m m m r m m m m m m m
m
CAP OR RCP
NC DOT STD. NO. 320.01 (CMP
NC DOT STD. NO. 310.01 (RCP
rj
NC DOT CLASS 1
NOTE. PLACE 8-OZ/SY NONWOVEN GEOTE)MLE (FILTER FABRIC) BENEATH RIPRAP
RIP RAP OUTLET _ PROTECTION
RIP RAP ❑UTLET PR❑TECTI❑N
PIPE
PIPE DIA (Do)
LENGTH (L) -
(FT)
d50(IN)
UPSTREAM
WIDTH (U) -
(FT)
DOWNSTREAM
WIDTH (D) -
(FT)
1
42'
60
24
10.5
64
2
42'
38
18
10.5
42
3
36'
44
18
9
47
4
42'
41
18
10.5
45
5
36'
32
18
9
35
6
36'
41
18
9
44
Temp
42'
34
12
10.5
39

OUTLET STABILIZATION STRUCTURE CONSTRUCTION SPECIFICATIONS
1. Ensure that the subgrade for the filter and riprap follows the required lines and grades shown
in the plan. Compact any fill required in the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by
increasing the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used,. must meet design requirements and be properly protected from
punching' or tearing during installation. Repair any damage by removing the riprap and
placing another piece of filter cloth over the damaged area. All connecting joints should
overlap a minimum of I foot. If the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
5. - The minimum thickness of the riprap should be 1.5 tunes the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -
resistant and well -graded.
7. Construct the apron on zero grade with no overfall at the end. Make the top of the riprap at
the downstream end level with the receiving area or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight
throughout its length.. If a curve is needed to fit site conditions, place it in the upper section
of the apron.
' 9. Immediately after construction, stabilize all disturbed areas with vegetation (see Section 6.0
for seeding requirements).

APPENDIX C
PLANS
Wake County, North Carolina
South Wake Landfill
Stormwater Management Plan
April 2007

m m m m m m m m B m ® m m= ® m m
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SOUTH WAKE MSW LANDFILL
SITE DEVELOPMENT PLAN
DETAILS
STORMWATER MANAGEMENT PLAN
Rev. DescrbtlW ➢ote By
5
OLVER INCORPORATED
.� Consulting Engineers 8 Planners
8726 RED OAK BOULEVARD, SUITE 505
LHARLOTTE, NORTH CARULINA 28217
♦-- [phone]

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SITE DEVELOPMENT PLAN
EXISTING SITE CONDITIONS
STORMWATER MANAGEMENT PLANS
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CHARLOTTE, NORTH CAROLINA 2B217
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Date: 4/2/07
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