19930784 Ver 1_Complete File_19930917

DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
IN REPLY REFER TO October 4, 1993
Regulatory Branch
Action ID. 199304591 and Nationwide Permit No. 4,,,(Headwaters and Isolated
Waters)
Wake County Solid Waste
Management Division
Attn.: Mr. Phil Carter, Director
P.O. Box 550
Raleigh, North Carolina 27602
Dear Mr. Carter:
Reference your application of September 3, 1993, submitted on your behalf
by Camp Dresser & McKee, for Department of the Army authorization to discharge
fill material within waters of the United States, causing the loss of46
acre of wetlands adjacent to, and above the headwaters of, unnamed tributaries
to Nance Spring Branch, in association with development of a borrow area and
expansion of theke`Sanitaxy Landfill'-.fin Deponie Road, north of
? MU,
Durant Road and east of Raven Ridge Road, north of Raleigh, Wake County, North
Carolina.
For the purposes of the Corps of Engineers' Regulatory Program, Title 33,
Code of Federal Regulations (CFR), Part 330.6, published in the Federal
Register on November 22, 1991, lists nationwide permits. Authorization was
provided, pursuant to Section 404 of the Clean Water Act, for discharges of
dredged or fill material into headwaters and isolated waters.
Your work, impacting 0.46 acre of waters of the United States, is
authorized by this nationwide permit provided it is accomplished in strict
accordance with the enclosed conditions and provided you receive a Section 401
water quality certification from the North Carolina Division of Environmental
Management. This nationwide permit does not relieve you of the responsibility
to obtain other required State or local approval.
This verification will be valid for 2 years from the date of this letter
unless the nationwide authorization is modified, reissued, or revoked. Also,
this verification will remain valid for the 2 years if, during that period,
the nationwide permit authorization is reissued without modification or the
activity complies with any subsequent modification of the nationwide permit
authorization. If during the 2 years, the nationwide permit authorization
expires or is suspended or revoked, or is modified, such that the activity
would no longer comply with the terms and conditions of the nationwide permit,
activities which have commenced (i.e., are under construction) or are under
contract to commence in reliance upon the nationwide permit will remain
authorized provided the activity is completed within 12 months of the date of
the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case-by-case basis-to modify,
suspend, or revoke the authorization.
r °
-2-
Please note that this authorization is valid for the work described above
only, and impacts of subsequent projects on this property would have to be
considered cumulatively with these impacts, regardless of future subdivision
or ownership of the property. Questions or comments may be addressed to Mr.
Eric Alsmeyer, Raleigh Regulatory Field Office, at telephone [phone],
extension 23.
Sincerely,
G. Wayne Wright
Chief, Regulatory Branch
Enclosure
Copy Furnished (with enclosure):
Camp Dresser & McKee
Attn.: Mr. Joseph F. Wiseman, Jr., P.E.
Carolina Corporate Center
5400 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
Copies Furnished (without enclosure):
Mr. Mike Coughlin
Environmental Engineer
Wake County Community
Development Services
Post Office Box 550
Raleigh, North Carolina 27602
John Dorney
Water Quality Section
Division of Environmental Management
North Carolina Department of
Environment, Health and
Natural Resources
Post Office Box 29535
Raleigh, North Carolina 27626-0535
State of North Carolina
Department of Environment,
Health and Natural Resources ??.
Division of Environmental Management .?I
James B. Hunt, Jr„ Governor
Jonathan _13; Howes, Secretary ?--? ipr1
A. Preston Howard, Jr., P.E„ Director
September 21, 1993
Phil Carter, Director
Wake County Solid Waste Management Division
P.O. Box 550
Raleigh, N.C. 27602
Dear Mr. Carter:
Subject: Proposed fill in Wetlands or Waters
North Wake Sanitary landfill expansion
Wake County
DEM Project # 93784
Upon review of your request for 401 Water Quality Certification
to place fill material in 0.46 acres of wetlands or waters which are
tributary to Nance Spring Branch for landfill expansion located at
North Wake County landfill in Wake County as described in your
submittal dated 16 September 1993, we have determined that the
proposed fill can be covered by General Water Quality Certification
No. 2671. A copy of the General Certification is attached. This
Certification may be used in qualifying for coverage under Corps of
Engineers' Nationwide Permit No. 26.
If this Certification is unacceptable to you, you have the right
to an adjudicatory hearing upon written request within thirty (30)
days following receipt of this Certification. This request must be in
the form of a written petition conforming to Chapter 150B of the North
Carolina General Statutes and filed with the Office of Administrative
Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. Unless such
demands are made, this Certification shall be final and binding.
If you have any questions, please contact John Dorney at 919-733-
1786.
Sincerely,
=A.
9 Preston Howard, Jr. P.E.
3784.1tr
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DEM Regional Office
Mr. John Dorney
Central Files
Joseph Wiseman; CDM
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
State of North Carolina 47A
Department of Environment,
Health and Natural Resources T4
Division of Environmental Management *
James B. Hunt, Jr., Governor
Jonathan 13: Howes, Secretary
H
A. Preston Howard, Jr., P.E., Director
September 21, 1993
Phil Carter, Director
Wake County Solid Waste Management Division
P.O. Box 550
Raleigh, N.C. 27602
Dear Mr. Carter:
Subject: Proposed fill in Wetlands or Waters
North Wake Sanitary landfill expansion
Wake County
DEM Project # 93784
Upon review of your request for 401 Water Quality Certification
to place fill material in 0.46 acres of wetlands or waters which are
tributary to Nance Spring Branch for landfill expansion located at
North Wake County landfill in Wake County as described in your
submittal dated 16 September 1993, we have determined that the
proposed fill can be covered by General Water Quality Certification
No. 2671. A copy of the General Certification is attached. This
Certification may be used in qualifying for coverage under Corps of
Engineers' Nationwide Permit No. 26.
If this Certification is unacceptable to you, you have the right
to an adjudicatory hearing upon written request within thirty (30)
days following receipt of this Certification. This request must be in
the form of a written petition conforming to Chapter 150D of the North
Carolina General Statutes and filed with the Office of Administrative
Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. Unless such
demands are made, this Certification shall be final and binding.
If you have any questions, please contact John Dorney at 919-733-
1786.
Sincerely,
-? r
,,/ A. Preston Howard, Jr. P . E .
93784.1tr
Attachment G
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DEM Regional Office
Mr. John Dorney
Central Files
Joseph Wiseman; CDM
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
1
CDM CAMP DRESSER & McKEE
environmental engineers, scientists, Carolina Corporate Centre
planners, & management consultants 5400 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
919 787-5620, Fax: [phone]
September 8, 1993
Water Quality Planning
Division of Environmental Management
NC Department of Environment, Health, and Natural Resources
Post Office Box 29535 lul
Raleigh, North Carolina 27626-0535
Attn: John Dorney
Re: Section 401 Water Quality Certification
North Wake Sanitary Landfill - Wake County, North Carolina
Wake County Solid Waste Management Division
Dear Mr. Domey:
On behalf of the Wake County Solid Waste Management Division, Camp Dresser &
McKee (CDM) is submitting seven copies of this Section 401 Water Quality Certification
Application for construction of the North Wake Sanitary Landfill. This next, and final
phase of the landfill is to be constructed in the central portion of the site as seen in
Attachment No. 3. In comparing Attachment No. 3 to Attachment No. 5 (our approved
wetlands delineation map) you can see that we have positioned the area to be constructed
such that wetland impacts are minimized. The majority of the wetlands on the site are
located adjacent to stream channels along the site's property lines.
We are proposing to limit our wetland impacts to four areas as shown on Attachment 4.
The total amount of wetlands proposed to be impacted by the project is 0.46 acres. Area
A is proposed as a stream crossing so that the north-western quadrant of the site can be
accessed from the main landfill area (wetland impact = .05 acres). Area B is small area
that is slightly impacted by the downslope of the perimeter access road (wetland impact =
0.01 acres). Area C is a drainage feature through the central portion of the site. The flow
in the drainage feature has been estimated by our geotechnical subconsultant at
approximately 1 W/min. The filling of Area C will more than double the capacity of the
landfill because it will allow much higher fill heights. This will prolong the time at which
the County will have to search for another landfill site which could have additional
wetland impacts. The wetland impact of Area C is 0.33 acres. Area D is proposed for a
sedimentation pond (wetland impact = 0.06 acres).
Concurrent with this submittal to the North Carolina Division of Environmental
Management, Water Quality Section, we are sending copies of this application to: U.S.
Army Corps of Engineers for a Nationwide Permit #26; the U.S. Fish and Wildlife
Service; the National Marine Fisheries Service; and the State Historic Preservation Office.
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Printed on recycled paper
DEM ID: Q•90 ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #):
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER
CORPS OF ENGINEERS
DEPARTMENT OF THE ARMY
P.O. Box 1890
Wilmington, NC 28402-1890
ATTN: CESAW-CO-E
Telephone [phone]
SEC'
4 1993
WATER QUALITY PLANNING
DIVISION OF ENVIRONMENTAL
NC DEPARTMENT OF ENVU4ffl
AND NATURAL RESOURCES
P.O. Box 29535
Raleigh, NC 27626-0535
ATTN: MR JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TR S MKINEARS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF E XMENT.
PLEASE PRINT.
1. Owners Name: W44-- (-f 6u So%?-a A4, le- /?14H ae.,,o ?t 17;?,•.ox
2. Owners Address: Pas f rce Sox Ss-D , Co ?, MC z 76 o Z.
8 sG - 6S 3S
3. Owners Phone Number (Home): 69 9) 3Eo -- gS// (Work): (-919)
4. If Applicable: Agent's name or responsible corporate official, address, phone number

6r--1--(Cc g?oK ?S"e ?.?>al?-e_ ( o?t ?"?1 ?o ?.?J' ?i?a ?2. / l?uar7?yL?G• K./ ?iyrS/C?T.
;ale /C,)P L /(1G 7- 7l D 2 (-9(9), 3 S to - ? F 3 5-
5. Location of work (MUST ATTACH MAP). County: See i4>o?,.?enf / 2 , Gya?e ??N
Nearest Town or City: /e(??
Specific Location (Include road numbers, landmarks, etc.): ehi,?-a re neol- 7`'X e
_44 4?Vc-! l? [ c?OG /? ?4c?' . •S/C ! /? ?.-c?.•l7 ?CiDeO S?° 1 . ??%C°??
e
6. Name of Closest Stream/River: /Vlnce_ Sa?r? ?',.,,,r ,nor ,.>, Aya,ve? ?y /, ,e, Sf
dvq/.rg 111 I'V ?' Crf9e. rrr.eP- "C .vri e 9
7. River Basin: ? use.
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS II? YES [ ] NO
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [ T
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:

11. Number of acres of waters of the U.S., including wetlands, impacted by the proposed project:
Filled: O, ?? rCS
Drained:
Flooded:
Excavated:
Total Impacted:
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12. Description of proposed work (Attach PLANS-8 1/2"X 11" drawings only):
oun Glib / ?I S eq vc a n2cu-
11. You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine Fisheries Service
(NMFS) regarding the presence or any Federally listed or proposed for listing endangered or threatened species or critical
habitat in the pensnit.area that may be affected by the proposed project. Have you done so? ' YES [-T NO [ ]
RESPONSES FROM THE USFWS AND/OR NMFS SHOULD BE FORWARDED TO CORPS. a Y Pr of - %S ?
a / cA?" •
16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the.pressence f historic
properties in the permit area which maybe affected by the proposed project? Have you done so? YES [,T NO[ ]
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS. -lieare ?,?9 sLa coP_y
O 7N%4 wlJ??.C°r/e7'1.
17. Additional information required by DEM: T
A. Wetland delineation map showing all wetlands, streams, and lakes on the property. See
f 4?? l° 6/e
B. If available, representative photograph of wetlands to be impacted by project. no
C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the
delineation line. s&e. .4f/?c??w•ct
D. If a stormwater management plan is required for this project, attach copy. See A ??• ••-? #8`
E. What is land use of surrounding property? Zes, f-tJ ki
F. If applicable, what is proposed method of sewage disposal? s u?ctr? wQ,w ?GcG.a
Gvi/l/ de ?iJC/o.?9ecY Ia ? ??/los? e.C?PrysRsyJ v ? ,?4?eiq Gu?sl?u?raJP?'
Owner's Signature Date
GsS Hord'"I [ccy?5 / Cor?JV+a ? a / 7`/? S'/?` / /G/.¢ ? % ?''?' c??+ 9 c7 y '? S
13. Purpose of proposed work: ?ourh yY! ??T1 ?.a?6w / # ?•
,- ?o?s???? d?. ? hPw /?eJ a?a ? ?' -fly a.-? /?Ja.?e
74 GcCC^ ate. / .
. State reasons why the applicant believes that this activity must be carried out in wetlands. Also, note measures
14
taken to minimize wetland impacts. ?? A :5 ,?ee?ed ? Hof ? 6,..-,? 0't-em AI ?
.?eas C? , Nd? i GtJa Ee LA•.??//
. ?%? C lc.e f( ew...l'
cl k a % Car'q'? I ?I (.(.e l ?C..r...?? . .'7L?a / w.?/C/c l = Q?G S,?/GC?/^rS) ??S ?d J?ixcEa.r a'S
{C.a
`/
4 Ste' C6? 9S ?NJ `?e CYC?PS f r ?'c ?? or / It PS msr?t ?j 15 (
;s a 5"IQ11 cve7/Za-4? a vea ?wefla r.•?i' acf 0.0i oc.-e? f w•?? /e
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DESCRIPTION OF ATTACHMENTS
Attachment Number 1 = Description
1 Site Location Map
2 Project Location Map
3 Site Construction Plan
4 Wetland Impact Map
5 Approved Wetland Delineation Map
6 Endangered Species/Archaelogical Study
7 Wetland Report and Data Sheets
8 Approved Erosion Control Plan
.1c

CDM
environmental engineers, scientists,
planners, & management consultants

September 8, 1993
CAMP DRESSER & MCKEE
Carolina Corporate Centre
5400 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
919 787-5620, Fax: [phone]
Wilmington District Engineer
Corps of Engineers
Department of the Army
Post Office Box 1890
Wilmington, North Carolina 28402-1890
Attn: CESAW-CO-E
Re: Nationwide Permit #26 Application
North Wake Sanitary Landfill - Wake County, North Carolina
Wake County Solid Waste Management Division
Dear District Engineer:
On behalf of the Wake County Solid Waste Management Division, Camp Dresser &
McKee (CDM) is submitting one copy of this Nationwide Permit #26 Application for
construction of the North Wake Sanitary Landfill. This next, and final phase of the
landfill is to be constructed in the central portion of the site as seen in Attachment No. 3.
In comparing Attachment No. 3 to Attachment No. 5 (our approved wetlands delineation
map) you can see that we have positioned the area to be constructed such that wetland
impacts are minimized, The majority of the wetlands on the site are located adjacent to
stream channels along the site's property lines.
We are proposing to limit our wetland impacts to four areas as shown on Attachment 4.
The total amount of wetlands proposed to be impacted by the project is 0.46 acres. Area
A is proposed as a stream crossing so that the north-westem quadrant of the site can be
accessed from the main landfill area (wetland impact = .05 acres). Area B is small area
that is slightly impacted by the downslope of the perimeter access road (wetland impact =
0.01 acres). Area C is a drainage feature through the central portion of the site. The flow
in the drainage feature has been estimated by our geotechnical subconsultant at
approximately 1 ft3/min. The filling of Area C will more than double the capacity of the
landfill because it will allow much higher fill heights. This will prolong the time at which
the County will have to search for another landfill site which could have additional
wetland impacts. The wetland impact of Area C is 0.33 acres. Area D is proposed for a
sedimentation pond (wetland impact = 0.06 acres).
Concurrent with this submittal to the Corps of Engineers, we are sending copies of this
application to: the North Carolina Division of Environmental Management, Water Quality
Section; the U.S. Fish and Wildlife Service; the National Marine Fisheries Service; and the
State Historic Preservation Office.
11
I Printed on recycled paper

Wilmington District Engineer
September 8, 1993
Page 2
CAMP DRESSER & McKEE
If you have any questions or need any additional information, please do not hesitate to call
me. On behalf of CDM and the Wake County Solid Waste Management Division, we
appreciate your assistance with this project.
Very truly yours,
CAMP DRESSER & McKEE
seph F. Wiseman, Jr., e
JFW/jfw
cc: Phil Carter, Director, Wake County Solid Waste Management Division
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NORTH WAKE
SANITARY LANDFILL
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CITY OF RALEIGH
SANITARY LANDFILL
SORRELL'S SANITARY LANDFILL
(PRIVATE)
FELTONSVILLE
SANITARY LANDFILL
OPERATING SANITARY LANDFILLS IN WAKE COUNTY
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SITE LOCATION
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Wake County
North Carolina

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?dCO??rCx //7iS?riCr? SAI
PRELIMINARY ASSESSMENT
NORTH WAKE LANDFILL EXPANSION
WAKE COUNTY, NORTH CAROLINA
Prepared for
Camp Dresser and McKee, Inc.
By
ENVIRONMEN rTAL SERVICES, INC.
Raleigh, North Carolina
July, 1993
1
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Parks & Recreation
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
Philip McKnelly, PhD., Director
I?EHNR

' September 7, 1993
Vance F. Moore
Camp Dresser and McKee
Carolina Corporate Centre
5400 Glenwood Ave.
Raleigh, NC 27612
SUBJECT: Presence of Unique Natural Areas, Significant
Ecosystems, and Rare, Threatened, and Endangered
Species in the Vicinity of a Proposed Landfill, Wake
County
Dear Mr. Moore,
Thank you for allowing us to review the proposed project. The
Natural Heritage Program database does not contain any records of
rare species or ecologically significant areas in the vicinity of
the project site. If you have any further questions, please feel
free to contact us.
Sincerely,
Harry E. LeGrand, Jr.
North Carolina Natural Heritage Program

SEP 9 i39,

P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper

TABLE OF CONTENTS
Page
INTRODUCTION 1
...............................................
SITE DESCRIP'T'ION .............................................. 1
PROTECTED SPECIES I ARCHAEOLOGICAL AND HISTORICAL RESOURCES .................. 5

SUMMARY ..................................................... 6
REFERENCES ...........................................:...... 7
1
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1

PRELIMINARY ASSESSMENT
NORTH WAKE LANDFILL EXPANSION
WAKE COUNTY, NORTH CAROLINA
1
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0
INTRODUCTION
Environmental Services, Inc. (ESI) has been retained to provide an evaluation of
environmental issues on land currently being investigated for expansion of the North Wake
landfill. The purpose of this assessment is to determine whether any protected species or
significant cultural resources exist at the site.
The landfill is located northeast of Raleigh on Durant Road (SR 2006) (Figure 1). The
existing facility is currently reaching capacity, requiring expansion into adjacent areas for
disposal and needed fill. The site is comprised of approximately 220 acres, of which an
estimated 45 acres are currently being used.
The site was visited for a protected species survey on June 10-11, 1993'. Potential habitat
areas were walked and visually evaluated for evidence of protected species. Resources
consulted to support field survey efforts include U.S. Geological Survey (USGS) 7.5 minute
quadrangles, site-specific blueline aerial photographs, a site-specific topographic map, and
protected species lists from both the U.S. Fish and Wildlife Service and the N.C. Natural
Heritage Program (N.C. Department of Environment, Health, and Natural Resources).
An on-site cultural resource reconnaissance was conducted on June 14-15, 1993. Areas of
potential cultural significance were visually surveyed for surface artifacts during the site
walkover. Records on file at the State Historic Preservation Office (SHPO), Office of State
Archaeology were reviewed on June 15, 1993 for information concerning archaeological
surveys and historic sites near the property.
SITE DESCRIPTION
A detailed site description, including topography, vegetation, soils, hydrology, and wetlands
has been provided in a previous report from ESI to Camp Dresser and McKee, Inc. entitled
"Wetlands Assessment, North Wake Landfill Expansion, Wake County, North Carolina"
(ESI 1992). In brief, the site lies in the Piedmont physiographic province, and is drained
by several streams which are characterized by steep banks and minimal wetlands. The
upland ridges between streams have been clear-cut, leaving a fringe of pine/mixed hardwood
forest along the creeks. The forest canopy is dominated by white oak (Quercus alba), red
oak (Q. rubra), yellow poplar (Liriodendron tulipifera), and loblolly pine (Pinus taeda).

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PROPERTY
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SITE LOCATION FIGURE 1
North Wake Landfill PROJECT: R93-012
ENVIRONMENTAL Wake County
SERVICES, INC. North Carolina JULY 1,1993
2

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Upland areas of the site are characterized by Cecil sandy loam, AppIing sandy loam, and
Wilkes soils; wetland areas are characterized by Worsham sandy loam and Wehadkee
and Bibb soils. 'T'here are approximately 1.65 acres of wetlands and waters of the U.S. on-
site. These wetlands/waters are confined to stream beds and one small forested pocket
around a spring in the lower central portion of the project area. Surface water on the site
generally flows toward the northeast, eventually into the Neuse River. The proposed
expansion is expected to affect less than 1 acre of jurisdictional wetlands/waters.
PROTECTED SPECIES
Federally listed species with Endangered or Threatened status are protected under the
Endangered Species Act of 1973 (16 USC 1531 et seq.). An "Endangered" species is one
that is in danger of extinction throughout all or a significant portion of its range. A
"Threatened" species is one that is likely to become an Endangered species within the
foreseeable future throughout all or a significant portion of its range. A "Candidate" species
is one which is under consideration for listing. Any action which may jeopardize listed
species, or their habitat, requires review and consultation with appropriate federal and state
resource agencies. Candidate species, although listed for consideration, do not receive the
same level of protection.
The U.S. Fish and Wildlife Service has listed the following species which may occur in Wake
County (listing dated May 18, 1993).
Endangered
Bald eagle (Haliaeetus leucocephalus)
Red-cockaded woodpecker (Picoides borealis)
Dwarf wedge mussel (Alasmidonta heterodon)
Michaux's sumac (Rhus michauxii)
Bachman's warbler (Yermivora bachmanii)
Candidate
Bachman's sparrow (Aimophila aestivalis)
Southeastern bat (Myotis austroriparius)
Yellow lance (mussel) (Elliptio lanceolata)
Atlantic pigtoe (mussel) (Fusconaia masoni)
Diana fritillary butterfly (Speyeria diana)
Green floater (Lasmigona subviridis)
Neuse slabshell (Elliptio judithae)
Nestronia (Nestronia umbellula)
Carolina trillium (Trillium pusillum var. pusillum)
Sweet pinesap (Monotropsis odorata)
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The project area was systematically surveyed for protected species on June 10-11, 1993. The
surveys involved checking forested areas for bald eagle, red-cockaded woodpecker, and
Bachman's warbler habitat. Roadsides, power line right-of-ways, and other cleared areas
were surveyed for Michaux's sumac, which blooms June through September. The creeks
and drainages were walked in search of evidence of a dwarf wedge mussel population.
Primary habitat for the bald eagle is late successional, riparian ecosystems occurring along
the coast or in close proximity to large rivers or other bodies of water. Bald eagles prefer
nesting in large pines or cypress, living or dead. Bald eagles have been increasing in
occurrence at Falls Lake, which is more than 3 miles from the site. However, the N.C.
Wildlife Resources Commission does not expect the project to have an impact on known
populations (pers. comm. with Randy Wilson, Endangered Species Coordinator, June 9,
1993). In addition, field surveys found a lack of suitable habitat for the bald eagle in the
immediate project vicinity.
Primary nesting habitat for the red-cockaded woodpecker consists of open pine stands,
greater than 60 years of age, with little or no mid-story development. Foraging habitat is
comprised of open pine or pine/mixed hardwood stands from 30 to 60 years of age. No
suitable habitat for red cockaded woodpeckers was found to exist at the site, and no
sightings of birds or cavity trees were made during field investigations.
The dwarf wedge mussel is found in perennial Piedmont streams with slow to moderate
velocities and sandy to gravelly bottoms. Dwarf wedge mussel populations have been found
in the Neuse River Basin east of the site in Nash, Johnston, and Wilson Counties; and south
of the site in Wake County. Approximately 11,000 linear feet of stream channels in and
bordering the site were walked and visually searched for evidence of mussels. No living
mussels or shells of any species were found. The streams in and bordering the project site
are believed to be too small and intermittent to support the dwarf wedge mussel.
Michaux's sumac is a low shrub found in sandy or rocky areas of open woods, roadsides,
and power line right-of-ways in the'Piedmont and inner Coastal Plain of North and South
Carolina. This plant is known to occur in Wake County, but not in the vicinity of the project
area. A systematic walking survey was conducted in appropriate habitats .at the site, and
no sign of Michaux's sumac was found.
Bachman's warbler prefers to nest in moist deciduous woodlands and bottomland forests.
The last confirmed sighting of this species in the United States was in 1962 and the species
may possibly be extinct. No evidence of Bachman's warbler was found during the survey.
During the Endangered species survey, appropriate habitats were also checked for signs of
Candidate species. Forested areas were checked for Bachman's sparrow, Diana fritillary,
and the three plant species. The survey occurred during the blooming period for all of the
plants. Culverts, buildings, and accessible hollow trees were checked for southeastern bat

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roosts. All streams were surveyed for any sign of mussels. None of the Candidate species
or signs of them were observed.
A review of records maintained by the N.C. Natural Heritage Program was conducted on
June 2, 1993. There are no recorded sightings of protected species or natural areas in the
project vicinity.
ARCHAEOLOGICAL AND HISTORICAL RESOURCES
An on-site, walkover survey for archeological -and historical sites was conducted on June 14-
15, 1993. Since landfill activities, logging, and construction have altered the elevated ridges
of the site, the reconnaissance survey focused largely on the forested areas adjacent to
streams. One piece of undecorated Dan River pottery (ca. 1550) was found adjacent to the
stream that forms the northern boundary of the site. A closer examination of this area
produced no additional artifacts.
In general, areas along streams have been found to have a higher likelihood of containing
archaeological sites. Construction plans of the proposed landfill expansion indicate that
most of the creeks associated with the project site will be contained within a 300-ft wide
buffer zone around the landfill. Thus, the areas with the greatest potential for containing
sites will be preserved and not directly impacted by the proposed landfill expansion.
A review of SHPO records revealed that there are no historical structures in the project
area and the nearest archaeological survey work includes one survey approximately 1.5 mile
to the southeast near Neuse Crossroads, and another survey 2 miles to the north at the
Neuse River near the town of Falls. No archaeological sites have been identified in the
project area.
The SHPO suggests that information concerning site development and usage, including
areas that will not be disturbed, be submitted to the SHPO so that an informed decision can
be made as to whether or not additional archaeological investigations will be required. The
disturbed nature of the site, and the location of a 300-ft wide buffer zone along major
waterways, is expected to preclude the need for additional intensive archaeological surveys.
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* The proposed project is not expected to impact federally protected species. The bald
eagle, red-cockaded woodpecker, dwarf wedge mussel, Michaux's sumac, and
Bachman's warbler are the listed species which may occur in the area. The N.C.
Wildlife Resources Commission has agreed that the project will probably not affect
the bald eagle. On-site surveys found no evidence of populations of the red-
cockaded woodpecker, dwarf wedge mussel, Michaux's sumac, or Bachman's warbler.
* A review of records maintained by the N.C. Natural Heritage Program revealed no
-documented sightings of state or federally listed species or listed natural areas in the
project area.
* No historical or archaeological sites were identified during a walkover of the project
area. Areas that are likely candidates for archaeological sites will be shielded from
direct impacts by a 300 feet wide buffer zone around the proposed landfill extension.
The SHPO has recommended submission of a summary of modified expansion
activities to SHPO in order to evaluate the need for additional surveys. However,
the disturbed nature of the site, and the location of a 300-ft wide buffer zone along
major waterways, is expected to preclude the need for additional intensive
archaeological surveys.
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I REFERENCES
Environmental Services, Inc. 1992. Wetlands Assessment: North Wake Landfill Expansion,
Wake County, North Carolina.
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ADDENDA

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USFWS PROTECTED SPECIES LIST
ARCHAEOLOGY REPORT

ENVIRONMENTAL SERVICES. INC.
6711 ftRIMMI MR[ SOULLVARD. 3UM 11
JACXSOPlVILLt, FLORIDA 322I6
[phone]
D l?
2 June 17, 1993
Mr. Vance Moore
Camp Dresser and McKee
5400 Glenwood Avenue
Suite 200
Raleigh, North Carolina 27612
RE: North Wake Landfill Reconnaissance Survey
Dear Mr. Moore:
At your request a cultural resource reconnaissance survey was conducted of a 175 acre tract
adjacent to the existing North Wake Landfill, Wake County, North Carolina. A walkover
survey of areas that held potential for containing archaeological sites was conducted on 14
June. On 15 June a visit, to the office of State Archaeology was made to gather information
on previous surveys and recorded sites in the vicinity.
The reconnaissance survey focused largely on upland areas adjacent to water. While the
majority of these are badly eroded due to ground slope and years of timbering, some small
terraces and ridgetoes do exist along the small drainages within the tract. One piece of
undecorated Dan River pottery (ca. 1550) was located in a single location adjacent to the
drainage that forms the tract's northern boundary. Examination of large cleared areas
surrounding the find produced no additional artifacts, and clay predominated at surface.
Additional investigation of the many timbered areas and roads within the property also had
negative results. Landfill activities, logging, and construction under your earlier permit has
already altered some of the elevated ridgetops in the tract, and the majority of the soil has
eroded further to reveal clay beneath. Intact archaeological deposits do not appear to be
present in these locations. Site probability areas within the tract are limited largely to those
areas near the drainages, which you have told me will be contained within a 300 foot wide
1 buffer zone. If that is the case then the areas with the greatest potential for containing sites
will probably be preserved and not impacted by your design plans.
At the Office of State Archaeology (OSA) in Raleigh I looked for information on sites and
archaeological surveys near the property. The nearest survey work included one survey
approximately 1.5 miles to the southeast near Neuse Crossroads, and another 2 miles to the
north at the Neuse River near Falls. No sites appear to have been found within these areas.

i ' ENVIRONMENTAL SERVICES, INC.
Mr. Vance Moore
Camp Dresser and McKee
June 17, 1993
Page 2 of 2
Sites recorded in the vicinity of the North Wake Landfill are located nearer to the Neuse
River. The Neuse provided a more permanent water source than the drainages in the
landfill tract, where human land use was probably more short term and sites smaller than
those near the river.
During my visit to the OSA, I spoke with Ms. Dolores Hall about the results of my
reconnaissance and the history of land use within the tract. It was suggested that you submit
detailed illustrations showing previously disturbed areas, unaffected buffer zones, and your
plans for future development. By doing this, the OSA will have enough data to make an
informed decision about whether or not an archaeological survey will be required. The OSA
will want to know about the permit you now have. Include any information you can on
subsequent timbering, construction, filling, or disturbance. Also, show those areas within
your revised design plan where no disturbance will occur. The buffer zones you propose
adjacent to the drainages may preclude the need for an intensive archaeological survey. You
may want to include a copy of this letter for OSA consideration.
Send the documentation and your request about the need for a survey to:
Mr. David Brook
State Historic Preservation Office
109 East Jones Street
Raleigh, North Carolina 27611
If you have any questions, please give me a call at 904645-9900.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
Greg C. Smith, Ph.D.
Senior Archaeologist
I (kh\ER93-012.Ltr\Jun93)

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REVISI) MAY 18, 1993
W a Le Cohn t y
Bald Basle (HajJaectUl leucocevhalus) - E
Red-cockaded woodpecker (PJcoides borealis) - E
Michaux's sumac (Rhus mich_ aux{i) - E
Dwarf wedge mussel (AlasmridM.U heterodon) - E
Bachmoan's warbler (Vermivora baehmanii) - E
There are species which, although not now listed or officially proposed for
listing as endangered or threatened, are under status review by the Service.
These "Candidate"(C3 and C2) species are not legally protected under the
Act, and are not subiect to any of its
rovisio
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n
,
nc
uding Section 7,
until they are formally proposed or listed as threatened or endangered. We
are providing the below list of candidate species which may occur within the
project area for.. the purpose of =iYing you advance notification. These
species may be listed in the future. at which time they will be protected
under the Act. In the meantime, we would appreciate anything you might do
for thee.
Bachman's sparrow (Aigonhila aestivalis) - C2*
Southeastern bat (kyotil AUst?asiua) - C2
Yellow lance (mussel) (ElliRtio ianeeolata) - C2
Atlantic pigtoe (mussel) (Fusconaia uasoni) - Cl
Diana fritillary butterfly ( eria diana) - C2
Green floater (Lasmirona subriTidis) - C2
Neuse slabshell (Jo Judi t ) - C2
Nestronia (jJ?st,_ama Unbe? llula) _ CZ
Carolina trillium (THIUMM ;2sij,lux var. pusillum) _ .CZ

Sweet pinesap (Monotroosis odorate) - C2
-
"1241crtes oo sIecitet it if Iessl if jests from Iiis coral.
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WETLANDS ASSESSMENT
NORTH WAKE LANDFILL EXPANSION
WAKE COUNTY, NORTH CAROLINA
Prepared for
Camp, Dresser, and McKee, Inc.
By
ENVIRONMENTAL SERVICES, INC.
Raleigh, North Carolina
October, 1992

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TABLE OF CONTENTS
I. INTRODUCTION
II. WETLAND DEFINITION
III. SITE DESCRIPTION
Vegetation
Soils
Hydrology
Wetlands
IV. PERMITTING
V. CONCLUSIONS AND RECOMMENDATIONS
VI. REFERENCES
APPENDIX A
Wetland Determination Forms
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WETLANDS ASSESSMENT
NORTH WAKE LANDFILL EXPANSION
WAKE COUNTY, NORTH CAROLINA
1. INTRODUCTION
Environmental Services, Inc. (ESI) has been retained to provide an evaluation of
jurisdictional wetland issues on land currently being investigated for expansion of the North
Wake landfill. The purpose of this assessment is to identify the general location of
jurisdictional wetlands which may be affected by proposed expansion of the landfill and to
assess subsequent permit ramifications.
The landfill is located northeast of Raleigh on Durant Road (SR 2006)(Fig.1). The existing
facility is currently reaching capacity, requiring expansion into adjacent areas for disposal
and needed fill. The site is comprised of approximately 220 acres, of which an estimated
45 acres are currently being used.
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The site was visited October 12-14, 1992 in order to evaluate existing conditions and to
define wetland limits. A variety of resources were consulted to support field survey efforts
including U.S. Geological Survey (USGS) 7.5 minute quadrangles, Soil Conservation
Service (SCS) soils survey information, U.S. Fish and Wildlife Service (FWS) National
Wetland Inventory (NWI) maps, and site-specific aerial photography.
Wetland parameters were defined in accordance with guidelines published in the Corps of
Engineers Wetlands Delineation Manual (DOA 1987). Essentially, the presence of three
criteria were required for a jurisdictional determination: hydric soils, hydrophytic
vegetation, and evidence of hydrology. Areas that specifically demonstrated these three
parameters were delineated and flagged with colored tape to facilitate survey efforts. Mr.
Eric Alsmeyer, U.S. Army Corps of Engineers (COE), Raleigh Field Office, confirmed
wetland delineations on October 16, 1992.

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Figure no. 1
SITE LOCATION
North Wake Landfill Project: R92-016
ENVIRONMENTAL Wake County
SERVICES, INC. North Carolina 10/21/92
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II. WETLAND DEFINITION
Section 404 of the Clean Water Act (CWA) requires regulation of discharges into "waters
of the United States". Although the principal administrative agency of the CWA is the U.S.
Environmental Protection Agency (EPA), the U.S. Army Corps of Engineers (COE) has
major responsibility for regulation, permitting, and enforcement of provisions of the Act.
The COE regulatory program is defined in 33. CFR 320-330.
Water bodies such as rivers, lakes, and streams are subject to jurisdictional consideration
under the Section 404 program. However, by regulation, wetlands are also considered
"waters of the United States". Wetlands have been described as:
Those areas that are inundated or saturated with surface or groundwater at
a frequency and duration sufficient to support, and under normal
circumstances do support, a prevalence of vegetation typically adapted for life
in saturated soil conditions. Wetlands generally include swamps, marshes,
bogs, and similar areas.
(33 CFR 328.3(b)).
Under "normal circumstances" a jurisdictional wetland must comprise three components:
- Vegetation. The vegetative component of the definition is met when the vegetation
in an area is dominated by species listed in the National List of Plant Species that
Occur in Wetlands: North Carolina (Reed 1988). This list is extensive and may
i include plants which occur on uplands as well as in wetlands.
Soils. -The current definition of hydric soils is that adopted by the National
Technical Committee for Hydric Soils indicating that a soil must be saturated,
flooded, or ponded long enough during the growing season to develop anaerobic
conditions in the upper part. The "upper part" is usually considered within 18 inches
of the surface. Specific series which are considered hydric can be found in Hydric
Soils of the United States (USDA 1991).
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Hydrolo y. As implied above, the soils and hydrologic components of the wetland
definition are closely related. The soils definition makes clear that surficial
(standing) water is not always necessary. However, evidence of standing water of
surface inundation for at least 12% of the growing season is necessary to complete
the hydrological component. Field indicators (flood debris, buttress bases on trees,
water marks on vegetation, crawfish burrows, etc.) may suggest the presence of
hydrologic parameters sufficient to support a wetland determination.
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III. SITE DESCRIPTION
The North Wake Landfill is located north of the Raleigh, city limits adjacent to SR 1006
in Wake County, North Carolina (Fig. 1). This part of the county lies in the Piedmont
physiographic province, and is characterized by gently sloping terrain with moderately steep
slopes adjacent to the drainageways. Most drainageways are typically narrow with well
defined stream banks and associated riparian zones. Elevations in the project area range
from 360 (109 m) feet along the southwest boundary to 215 feet (65m) along at the
northeast comer of the site (USGS quadrangle; Fig. 2).
Vegetation - Most uplands in the survey area have recently been cleared for landfill use.
Even so, fringe forests have been left along all stream segments. These stream-side forests
function as buffers for subsurface and overland flow from clear-cut upland tracts. Trees
present in the overstory of these mesic systems include white oak ( uercus alba), northern
red oak ( uercus rubra), yellow poplar (Liriodendron tulipifera), sweet gum (Liquid bar
stvraciflua), and occasional green ash (Fraxinus pennUivanica) and loblolly pine (Pinus
taeda). Understory growth is comprised of dogwood (Comus florida), American holly (Ilex
gRaca), red maple (Acer rubrum), and amalgam of overstory saplings. Groundcover
development is generally sparse, consisting of Christmas fern (Polystichum acrostichoides),
rattle snake plantain (Goodyera pubescens), pipsissewa (Chimaphila maculata), partridge.
berry (Mitchella repens), Virginia creeper (Parthenocissus quinquefolia), and japanese
honeysuckle (Lonicera 'a?ponica).
Soils - Soil patterns are the result of a number of biotic and abiotic influences including
past geologic activities, parent material, environmental and human influences, age of
sediments, and topographic position. Five soil types were identified on the property
(USDA 1970; Fig. 3).
Cecil sandy loam (CeB, CeB2, CeC2, CeD) is the predominant soil occurring in the
survey area. This well drained series is typically located on gently sloping to steep
ridges and interstream divides in the piedmont uplands. Cecil soils are highly
weathered, acidic soils with low nutrient status, and high clay content which is
susceptible to severe erosion when disturbed.
Appling sandy loam (ApC, ApD) occurs mainly in the northeastern portion of the
property where the existing landfill is located. Appling soils are well drained and
have many of the same characteristics as Cecil soils.
Wilkes soils (WwC) occupy a small percentage of land in the southern portion of
the property. This well drained soil type is usually found on small ridges and side
slopes in the uplands. The Wilkes series is characterized by moderate permeability,
low water holding capacity and rapid surface runoff. The hazard of erosion is

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TOPOGRAPHY Figure no. 2
MAP Project: R92-016
North Wake Lanfill
1. ENVIRONMENTAL Wake County 10/21/92
r -- I SERVICES, INC. North Carolina
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ApC: Appling sandy loam, 6 to 10% -slopes.
•< APD: Appling sandy loam, 10 to 15% slopes. AfD
. CeB2: Cecil sandy loam, 2 to 6% slopes, eroded. 4pC,
CeC2: Cecil sandy loam, 6 to 10% slopes, eroded.
CeD: Cecil sandy loam, 10 to 15% slopes.
' Wo: Wehadkee and Bibb soils.
may
_ f. N(WC: Wilkes soils, 2 to 10% slopes. P"/
Wy: Worsham sandy loam. Ht

Figure no. 3
SOIL MAP

North Wake Landfill Project: R92-016

Wake County
ENVIRONMENTAL North Carolina 10/21/92
SERVICES, INC.
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very severe in Wilkes soils where slopes range 2-10%. Hydric soils are uncommon in the
project vicinity, primarily confined to stream channels and narrow.floodplains. Hydric soils
are defined as "soils that are saturated, flooded, or ponded long enough during the growing
season to develop anaerobic conditions in the upper part (USDA 1991). In the survey
area, soils exhibiting hydric characteristics include Worsham sandy loam (Wy), and
Wehadkee and Bibb soils (Wo). Worsham soils are generally isolated along the heads of
several drainageways which originate within the study area. Wehadkee and Bibb soils are
common along narrow floodplains associated with tributaries which pass through the project
site. Wehadkee and Bibb soils are so similar in use and management that they have been
mapped as one unit. Worsham, Wehadkee, and Bibb series are poorly drained and subject
to seasonal flooding. Other characteristics of these soils include slow surface runoff and
a seasonally high water table at or near the surface.
Hydrology - Several unnamed tributaries receive runoff from the site. These systems range
from poorly defined intermittent headwater gullies to well defined perennial streams. The
perennial systems area generally confined to perimeter areas of the landfill site.
Collectively, approximately 11,000 linear feet of stream channel are present in the survey
area. These headwater systems range from 2 to 12 feet in width (average approximately
6 feet). Flow is generally in a northeasterly direction across the property. The Neuse River
serves as the eventual receptor of site runoff.
Wetlands - Wetlands within project boundaries are limited to a small forested pocket
located at the head of an intermittent drainage located in central portions of the property
(see final survey plat for location). This system is a depressional area approximately 0.14
acres in size. Although standing water was not present at the time of our field surveys, soil
saturation was evident. Area soils were gleyed and mottled - evidence of anaerobic
conditions generally attributed to flooding or inundation. Buttressed based trees, water
stain marks on trees, and above ground roots also suggest periodic inundation. Facultative
wet species were also common in this pocket, consisting of an overstory dominated by green
ash and a ground cover layer comprised of hydrophytic grasses and herbs. A COE data
sheet describing area conditions can be found in the Appendix.
Wetlands and water courses delineated by ESI have been reviewed and confirmed by the
COE during a field visit on October 16, 1992.
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IV. PERMITTING
Permit needs cannot be evaluated until project impacts are quantified. Even so, some
generalizations can be discussed. Only one small pocket of jurisdictional wetlands,
approximately 0.14 acres in size, was noted. However, an estimated 11,000 linear feet of
stream channel (approximately 1.51 acres) within project boundaries is also subject to
Section 404 jurisdiction. Wetlandstwater impacts will require issuance of a permit from the
COE.
All watercourses and wetlands occurring within the project area are considered above
headwater systems with a flow rate less than 5 cubic feet per second (cfs). Because of the
nature of the systems (less than 5 cfs) and the quantity of potential impacts (less than 10
acres), Nationwide Permit #26 (33 CFR 330.5(a)(26)) may apply. If total impacts can be
limited to less than one acre, encroachment will have assumed compliance with NP #26
without any additional reporting requirements to the COE. Impacts greater than one acre
(but less than 10 acres) will require submittal of a Pre-discharge Notice (PDN) to the COE
which includes completion of an application, contact with the U.S. Fish and Wildlife Service
to insure that protected species not be affected, contact with the State Historic Preservation
Office to insure that no historic sites will be disturbed, and mitigation for projected wetland
impacts. If possible, it is recommended that impacts be reduced. to less than one acre to
avoid PDN requirements.
R In addition, application for 401 Water Quality Certification from the Division of
Environmental Management (DEM), NCDEHNR, may be required. The DEM has issued
a General Certification for wetland/water impacts less than 1/3 acre. Impacts greater than
1/3 acre require application and review.
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V. CONCLUSIONS AND RECOMMENDATIONS
1. Approximately 0.14 acres of jurisdictional wetlands and 1.51 acres of stream
channels (11,000 linear feet) are present within property limits of the North Wake
Landfill property. Preliminary jurisdictional delineations were confirmed by Eric
Alsmeyer, COE, Raleigh Field Office, on October 16, 1992.
2. All wetlands/watercourses identified are considered headwater systems (less than 5
cfs flow). These systems are subject to Section 404 permit action under provisions
of the Clean Water Act. Nationwide Permit #26 standards are expected to apply.

3. It is recommended that every effort be made to minimize or avoid
wetlands/watercourses whenever possible. By reducing total impacts to less than one
acres, compliance under Nationwide Permit #26 is assumed with no additional
reporting requirements to the COE. Receipt of 401 Water Quality Certification is
also required. Application is only necessary if impacts are greater than 1/3 acre.
4. Submission of the final wetland/watercourse survey to the COE is recommended at
the earliest possible time in order to substantiate and confirm earlier site visits. As
COE determination is binding for 3 years from the date of issuance.

This is an opinion report by Environmental Services, Inc. (ESI). Our opinions are based
upon professional experience and interpretation of the regulatory process. This report is
confidential between ESI and the addressee. It is not intended for formal submission to
a regulatory agency. Should permits be required for work within jurisdictional areas, ESI
is prepared to participate in the preparation of the permit application and to conduct
agency coordination. If necessary, a separate opinion letter will be prepared for submittal
with permit documentation.
9

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V1. REFERENCES
1 Department of the Army (DOA). 1987. Corps of Engineers Wetlands Delineation
Manual. Technical Rpt. Y-87-1. Waterways Experiment Station, COE, Vicksburg,
Miss.
Reed, Porter B., Jr. 1988. National List of.Plant Species that Occur in Wetlands: North
Carolina. National Wetlands Inventory , U.S. Fish and Wildlife Service,
Washington, D.C.
U.S. Department of Agriculture (USDA). 1970. Soil Survey of Wake County, North
Carolina. Soil Conservation Service.
Ibid. 1991. Hydric Soils of the United States. In cooperation with the National Technical
Committee for Hydric Soils. Soil Conservation Service.
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APPENDIX A

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WETLAND DETERMINATION FORMS
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WETLAND DETERMINATION FORM
COORDINATOR: Dickson/Hanford
COUNTY: Wake
NEAREST TOWN: Raleigh
QUAD: Wake Forest
CLIENT/PROPERTY OWNER:
Camp Dresser & McKee
5400 Glenwood Ave, Suite 300
Raleigh N.C. 27612
PHONE: [phone]
*VEGETATION (IN ORDER OF DOMINANCE)
TREES: SPECIES-%COVER-IND
1. Fraxinus Penn. 100% FACW
2. Liguidambar styr. FAC
3.
4.
5.
SAPLINGS/SHRUBS:
1. Carpinus caroliniana 60% FAC
2. Alnus serrulata 15% FACW+
3. Fraxinus Penn. 10% FACW
4. Liquidambar styr. 5% FAC
5. Ilex opaca 5% FACU
DATE: 9 / 14 / 92
WATERWAY: unnamed tributary
LOCATION: Wake County Landfill
(head of middle trib.)
PARTY DOING WETLAND SURVEY:
Environmental Services,Inc.
1318 Dale Street, Suite 120
Raleigh, N.C. 27605
PHONE: [phone]
GROUND COVER: SPECIES-%COVER-IND
1. Microstegium sp. 90% FACW
2. Woodwardia areolata OBL
3. Smilax rotundifolia 10% FAC
4.
5.
WOODY VINES:
1. Toxicodendron radicans 596 FACU
2.
3.
4.
5.
% DOMINANT SPECIES (OBL-FAC) 90%
HYDROPHYTIC VEG: YES: X NO: BASIS: Predominantly facultative wet
TYPICAL: X ATYPICAL: (COMPLETE BACK)
*SOIL:
SERIES:Cecil (Worsham inclusion)
MOTTLED: YES: X NO:
HYDRIC SOIL: YES: X NO:
*HYDROLOGY:
INUNDATED: YES: NO: X
SATURATED SOIL: YES: X NO:
OTHER INDICATORS: buttressing,
WETLAND HYDROLOGY: YES: X NO:
ATYPICAL: TYPICAL: X
WETLAND: X
PHOTOS: YES: NO: X
JURISDICTION: ABOVE HW: X
DETERMINED BY: Dickson
HYDRIC SOILS LIST: YES: (X) NO: X
MATRIX COLOR: 10YR 4/2
BASIS: gleyed at surface
DEPTH OF WATER:
DEPTH TO SATIWATER TABLE: surface
above ground roots, discoloration
BASIS: saturation
NON-WETLAND:
AUTHORITY: 10: 404: X
10/404: NONE:
ISOLATED: ADJ: NWP#: 26

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C

WETLAND DETERMINATION FORM
COORDINATOR: Dickson/Hanford
COUNTY: Wake
NEAREST TOWN: Raleigh
QUAD: Wake Forest
DATE: 9 / 14 / 92
WATERWAY: unnamed tributary
LOCATION: Wake County Landfill
(adjacent to head of middle trib.)
CLIENT/PROPERTY OWNER:
Camp Dresser & McKee
5400 Glenwood Ave, Suite 300
Raleigh N.C. 27612
PHONE: [phone]
*VEGETATION (IN ORDER OF DOMINANCE)
PARTY DOING WETLAND SURVEY:
Environmental Services,Inc.
1318 Dale Street, Suite 120
Raleigh, N.C. 27605
PHONE: [phone]
TREES: SPECIES-%COVER-IND GROUND COVER: SPECIES-%COVER-IND
1. Quercus alba 50% FACU 1. Polvstichum acrostich. 15% FAC-
2. Liquidambar styr. 30% FAC+ 2. Chimaphila maculata 15% FACU+
3. Pinus taeda 10% FAC 3. Acer rubrum 1596 FAC
4. Acer rubrum 10% FAC 4. quercus al-Ea 1596 FACU
5. 5. Polvstichum acrostich. 15% FAC
SAPLINGS/SHRUBS:
1. Cornus florida 25% FACU
2. Acer rubrum 25% FAC
3. Liquidambar stvr. 20% FAC+
4. Fraxinus Penn. 10% FACW
5. Ilex opaca 10% FAC-
WOODY VINES:'
1. Toxicodendron radicans FACU
2.
3.
4.
5.
% DOMINANT SPECIES (OBL-FAC) 1096
HYDROPHYTIC VEG: YES: NO: X BASIS: Predominantly fac-upland
TYPICAL: X ATYPICAL: (COMPLETE BACK)
*SOIL:
SERIES:Cecil
MOTTLED: YES: NO: X
HYDRIC SOIL: YES: NO: X
HYDRIC SOILS LIST: YES: NO: X
MATRIX COLOR: 10YR 4/4
BASIS: chroma
*HYDROLOGY:
INUNDATED: YES: NO: X
SATURATED SOIL: YES: NO: X
OTHER INDICATORS: none
WETLAND HYDROLOGY: YES: NO: X
ATYPICAL: TYPICAL: X
WETLAND:
PHOTOS: YES: NO: X
JURISDICTION: ABOVE HW:
DETERMINED BY: Dickson
DEPTH OF WATER:
DEPTH TO SAT/WATER TABLE: > 36 inches
BASIS: _
NON-WETLAND: X
AUTHORITY: 10: 404:
10/404: NONE: X
ISOLATED: ADJ: NWP#:

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WETLAND DETERMINATION FORM
COORDINATOR: Dickson/Hanford
COUNTY: Wake
NEAREST TOWN: Raleigh
QUAD: Wake Forest
DATE: 9 / 14 / 92
WATERWAY: unnamed tributary
LOCATION: Wake County Landfill
(stream side of western trib.)
CLIENT/PROPERTY OWNER:
Camp Dresser & McKee
5400 Glenwood Ave, Suite 300
Raleigh N.C. 27612
PHONE: [phone]
*VEGETATION (IN ORDER OF DOMINANCE)
PARTY DOING WETLAND SURVEY:
Environmental Services,Inc.
1318 Dale Street, Suite 120
Raleigh, N.C. 27605
PHONE: [phone]
TREES: SPECIES-%COVER-IND GROUND COVER: SPECIES-%COVER-IND
1. Quercus alba 30% FACU
-- 1. Lonicera japonica 15% FAC-
2. Quercus Fu
bra 30% FACU 2. Mitchella repens 15% FACU+
3. Liquidambar styr. 2096 FAC+ 3. Chimaphila maculata 15%
4. Acer rubrum 2096 FAG 4. Parthenocissus uq ing. 1596 FAG
5. Fraxinus Penn. 1096 FACW 5. Polystichum acrostich. 1596 FAC
SAPLINGS/SHRUBS:
1. Cornus florida 25% FACU
2. Acer rubrum 15% FAG
3. Liquidambar stvr. 15% FAC+
4. Liriodendron tu?liD. 15% FAC
5. Ilex o aca 5% FAC-
WOODY VINES:
1. Toxicodendron radicans FACU
2.
3.
4.
5.
% DOMINANT SPECIES (OBL-FAC) 10% ( FAC nuetral option)
HYDROPHYTIC VEG: YES: NO: X BASIS: Predominantly fac-upland
TYPICAL: X ATYPICAL: (COMPLETE BACK
*SOIL:
SERIES: Cecil
MOTTLED: YES: X NO:
HYDRIC SOIL: YES: NO: X
HYDRIC SOILS LIST: YES: NO: X
MATRIX COLOR: 10YR 4/4
BASIS: matrix chroma
*HYDROLOGY:
INUNDATED: YES: NO: X
SATURATED SOIL: YES: NO: X
OTHER INDICATORS: none
WETLAND HYDROLOGY: YES: NO: X
ATYPICAL: TYPICAL: X
WETLAND:
PHOTOS: YES: NO: X
JURISDICTION: ABOVE HW:
DETERMINED BY: Dickson
DEPTH OF WATER:
DEPTH TO SAT/WATER TABLE: > 24 inches
BASIS:
NON-WETLAND: X
AUTHORITY: 10: 404:
10/404: NONE: X
ISOLATED: ADJ: NWP#:

State of North Carolina
Department of Environment,

' Health and Natural Resources
Raleigh Re
ional Office
g
James B. Hunt, Jr., Governor
' Jonathan B. Howes, Secretary
Boyce A. Hudson, Regional Manager

DIVISION OF LAND RESOURCES
July 26, 1993
Wake County
PO Box 550
Raleigh, NC 27602
ATTN: Richard Y. Stevens
g "
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ED F== t
1.
RE: Letter of Receipt
Project Name: North Wake Landfill
Location: Wake County (Raleigh)
Submitted by: CDM
Date Received: 7-22-93
Date Processing Initiated: 7-22-93
Dear Mr.-Stevens:
This office has received an Erosion and Sedimentation Control Plan for
the subject project in accordance with the the Sedimentation Pollution Control
Act of 1973 (North Carolina General Statute 113A-57).
Please be advised that this Act requires that all persons disturbing an
area of one or more contiguous acres of land must obtain approval of an
Erosion and Sedimentation Control Plan prior to the commencement of the
land-disturbing activity. The Act further states that this plan must be filed
a minimum of 30 days prior to the activity and that the approving authority
must approve or disapprove a plan within 30 days of receipt of a complete
application (Date Processing Initiated). Failure of the approving authority
to approve or disapprove the submitted plan within the 30 day period will be
deemed approval of the plan. Commencement or continuation of any
land-disturbing under the jurisdiction of this Act prior to the approval of an
Erosion and Sedimentation Control Plan is a violation of the Act.
We will complete our review of the proposed plan as soon as possible and
will notify you concerning our findings. if you have any questions or need
additional information please do not hesitate to contact this office at
919/571-4700. Your cooperation in this matter is appreciated.
Sincerely,
J hn L. Holley, Jr., .E.,
egional Engineer
Land Quality Section
cc: Mark Hargrove
JLH
?-7'_
CPESr)?f
Ul ?v
?'J
3800 Barrett Drive, Suite 101, Raleigh, North Carolina 27609 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
State of North Carolina
Department of Environment,
Health and Natural Resources
Raleigh Regional Office
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
Boyce A. Hudson, Regional Manager
DIVISION OF LAND RESOURCES
July 27, 1993
Wake County
PO Box 550
Raleigh, NC 27602
ATTN:. Richard Y. Stevens.

.A T, 190
owfteft,
DOH
?s 1
rooa 1
RE: Letter of Approval
Project Name: North Wake Landfill
Location: Wake County (Raleigh)
Submitted by: CDM
Date Received: 7-22-93
Date Processing Initiated: 7-22-93
New Submittal (x) Revised ( )
Dear Mr. Stevens:
This office has reviewed the subject Erosion and Sedimentation Control
Plan. We find the plan to be acceptable and hereby issue this letter of
approval. If any modifications, performance reservations, or recommendations
are applicable, a list is enclosed and is incorporated as a part of this
letter.of approval. If any modifications are not incorporated into the plan
and implemented in the field, the site will be in violation of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute,
hereinafter NCGS, 113A-61.1).
The land-disturbing activity described in the plan for this site may be
subject to the approval of other Local, State or Federal agencies. This could
include the Division of Environmental Management under stormwater or other
water quality regulations, the U.S. Army Corps of Engineers under Article 404
jurisdiction, county, city or town agencies under other local ordinances, or
other approvals that may be required. The approval issued in this letter
cannot supersede any other required permit or approval.
Since this project will disturb five or more acres, one such required
approval relates to the stormwater that will discharge from your project.
This runoff must be permitted pursuant to the National,Pollutant Discharge
Elimination System (NPDES) administered in North Carolina by the Division of
Environmental Management, hereinafter DEM. Attached is a Notice of Intent
form, hereinafter NOI, for requesting coverage under the General Permit issued
by DEM for the discharge of stormwater from construction activities. Prior to
beginning construction activity on this project, the completed NOI form with
the required fee and signatures must be submitted to DEM at the address shown
on the form.
3800 Barrett Drive, Suite 101, Raleigh, North Carolina 27609 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 60% recycled/ 1096 post-consumer paper

1

Mr. Stevens
July 27, 1993
page 2
Please be advised that Title 15A, North Carolina Administrative Code,
4B.0018(a) requires that a copy of the approved plan be on file at the job
site. Also, please consider this letter as notice in accordance with the
requirements of NCGS 113A-61.1 concerning our right to perform periodic
inspections to ensure compliance with the approved plan.
North Carolina's sedimentation pollution control program is performance
oriented, requiring protection of the natural resources and adjoining
properties. If at any time during this project it is determined that the
Erosion and Sedimentation Control Plan is inadequate to meet the requirements
of the Sedimentation Pollution Control Act of 1973 (NCGS 113A-51 through 66),
this office may require revisions in the.plan and its implementation to ensure
compliance with the Act.
Please note that this approval is based in part on the accuracy of the
information provided concerning financial responsibility. You are requested
to file an amended Financial Responsibility Form if any changes become
necessary. In addition; it would be helpful if you would notify this office
of the proposed starting date for the activity at the subject site.
Your cooperation is appreciated and we look forward to working with you
on this project. If there are any questions, please do not hesitate to
contact this office at 919/571-4700.
' TH/gb
cc: Mark Hargrove
Division of Solid Waste
Tim Donnelly, P.E.

Sincerely,
Tim Holland
Assistant Regional Engineer
Land Quality Section
Raleigh Regional Office

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WAKE COUNTY
NORTH CAROLINA
NORTH WAKE SANITARY LANDFILL
CLEARING, GRUBBING, AND
CONSTRUCTION OF
SEDIMENTATION PONDS NO. 1 & 2
SEDIMENTATION & EROSION CONTROL PLAN
June 1993
CAMP DRESSER & McKEE
Raleigh, North Carolina

i
TABLE OF CONTENTS
1.0 Sedimentation and Erosion Control Plan for Two Sediment Basins at the North Wake
Sanitary Landfill
1.1 Project Background
1.2 Basic Objectives
1.3 Primary Features
1.4 Sedimentation and Erosion Control Measures for Two Sediment* Basins at the
North Wake Sanitary Landfill
1.4.1 Sediment Basin Calculations
2.0 Sedimentation and Erosion Control Plan for Clearing, Grubbing, and Construction of
Sedimentation Ponds No. 1 & 2
2.1 Project Description
2.2 Temporary Drainage Ditches
13 Temporary Sediment Traps/Check Dams
3.0 Maintenance Plan
4.0 Vegetation Plan
5.0 Construction Specifications
6.0 Financial Responsibility/Ownership Form
Appendix A Sediment Basin Calculations
Appendix B Borrow Plan Approval Letter

' 1.0 SEDIMENTATION AND EROSION CONTROL PLAN FOR TWO
SEDIMENT BASINS AT THE NORTH WAKE SANITARY LANDFILL
1 1.1 PROJECT BACKGROUND
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The North Wake Landfill is located off Durant Road (S.R. 2006) between U.S. Highway 1 and
Falls of the Neuse Road. The 220 acre site was originally permitted in October 1984 and issued
Permit No. 92-09 by the North Carolina Solid Waste Section. Operations, which began in
December, 1986, have been contracted to the City of Raleigh since the opening of the site.
The North Wake Landfill site is comprised of three solid waste disposal areas as shown on Sheet
C-1 of the Construction Plan Application Drawings entitled "Redesign of the North Wake
Landfill" dated February 1993:
• the Existing Fill Area
• Phase I and H of the proposed lined landfill
• the Existing Borrow Area/Future C&D Area.
All three of these areas are currently permitted to receive solid waste under the existing permit.
To date, filling operations have been confined to the Existing Fill Area, a 36-acre unlined area
in the northern portion of the site. Wake County has submitted an application to vertically
expand this area.
Phases I and 11, shown in the central portion of the site, are the areas that have been redesigned
in compliance with Subtitle D in the Construction Plan Application. Once the vertical expansion
of the existing fill area is completed and Phase I is constructed, operations will move into Phase
I. Phase I represents five years of landfilling capacity and is the area that will be permitted at
this time. When the .initial five year permit approaches expiration, Wake County will be
submitting a Construction Plan Application for Phase II. The design of Phase H is shown on the
drawings to show the anticipated build-out of the site. Wake County has decided not to use the
Existing Borrow Area/Future C&D Area for sanitary waste disposal. The County expects to be
1-1
1.2 BASIC OBJECTIVES
The objectives of the erosion and sedimentation control plan are:
1. Identify critical on and off-site areas subject to severe erosion as
a result of the land disturbing activity.
2. Minimize the size and time the disturbed area is exposed.
3. Control surface water runoff originating upstream of the disturbed
area in order to prevent erosion on-site and subsequent off-site
sedimentation.
4. Prevent accelerated erosion damage of downstream watercourses
resulting from increased volumes and velocities by properly
managing storm water runoff.
1.3 PRIMARY FEATURES
The primary features of the erosion and sediment control plan for the North Wake lined landfill
consist of:
1. Diverting storm water runon.
2. Collection and transport of runoff from active and inactive areas of
the landfill.
3. Minimizing the amount of disturbed area.
4. Utilization of sedimentation basins for solids removal.
1-3
1
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minimum of 70 percent efficiency. Sediment pond data is provided in Table 1-1. Each sediment
basin within the landfill area has been designed to handle estimated design flows for the 25 yr,
24 hr storm. The sediment basins were designed to work in conditions where four feet of
sediment had already accumulated in the bottom of the ponds. All supporting calculations for
riser-barrel configurations, emergency spillways, and outlet protection are included in Appendix
A. The sediment basins for this project were designed based on guidelines published in the
design manual titled "Elements of Urban Stormwater Design". The procedures were developed
by Dr. H. Rooney Malcom, P.E., of North Carolina State University. These guidelines meet or
exceed current North Carolina Sediment and Erosion Control Manual requirements.
1-6
1
2.0 SEDIMENTATION AND EROSION CONTROL PLAN FOR CLEARING,
GRUBBING, AND CONSTRUCTION OF SEDIMENTATION PONDS NO. 1 & 2
2.1 PROJECT DESCRIPTION
In the first phase of the construction of the North Wake Landfill, Wake County plans to bid a
construction project to clear and grub the area within the North Wake Landfill project site limits
and to construct Sedimentation Ponds No. 1 and 2. The scope of work of this construction
project is shown on Sheet 1 of the Drawings entitled "North Wake Landfill Clearing, Grubbing,
and Construction of Sedimentation Ponds No. 1 and 2". Sheet 2 shows all of the details which
are required for this project. The area to be cleared and grubbed excludes the daily and final
cover material stockpile areas and existing paved and gravel roads. The Sedimentation and
Erosion Control Plan for the Borrow Area Excavation and Stockpiling project was approved by
the Land Quality Section in a letter dated November 17, 1992. (see Appendix B) Additional
temporary sedimentation and erosion control measures to be implemented for this construction
project include temporary drainage ditches and check dams as discussed below.
2.2 TEMPORARY DRAINAGE DITCHES
The drainage ditch calculations used the Manning's Equation to calculate ditch flow
characteristics for the 2 year, 24-hour storm (rainfall intensity factor, I=5 in/hr). A "C-value" of
0.25 for rough, bare packed soil was assumed for the drainage areas. The ditches were limited
to a bottom width of 3 feet with 2:1 side slopes. Initially, each section assumed that bare ground
(n=0.022) would be the lining conditions and maximum velocities were checked to see if erosive
velocities were exceeded. If velocities were too high, a straw and net temporary liner (n=0.03)
will be used to help stabilize the channels until grass is established. If velocities were too high
for grass conditions (V>5.0 fps), a riprap lining was selected.
A summary of the drainage areas for each temporary drainage ditch shown on Sheet I 'and the
drainage ditch calculations follow.
Y
2-1
Temporary Drainage
Drainage Area Flow Lining
Ditch No. acres cfs Required
TD 1 1.7 2.13 Temporary Liner
TD2 1.8 2.25 Temporary Liner
TD3 0.6 0.75 ---
TD4 1.6 2.00 Temporary Liner
TD5 0.3 0.38 ---
TD6 1.0 1.25 ---
TD7 0.5 0.63 ---
TD8 1.2 1.50 ---
TD9 0.5 0.63 ---
TD 10 3.6 4.50 Temporary Liner
TD 11 0.4 0.5 ---
TD12 3.1 3.88 Temporary Liner
TD 13 4.6 5.75 Temporary Liner
TD14 1.5 1.88 Temporary Liner
2-2

1
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d
D
1
1
1
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l
DITCH SEGMENT TD1
--= INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 2.13 CPS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 10.00% VELOCITY= 4.64 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.87 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zreq= 0.09065 TOP WIDTH= 3.56 FT

INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER ---
Q2,24= 2.13 CPS NORMAL DEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 10.00& VELOCITY= 4.01 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.00 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.13598 TOP WIDTH= 3.64 FT
INPUT DATA FOR LOW GRASS -- -- OUTPUT DATA FOR LOW GRASS --
Q2,24= 2.13 CPS NORMALDEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 10.00% VELOCITY= 4.01 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 1.00 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.13598 TOP WIDTH= 3.64 FT
_= INPUT DATA FOR HIGH GRASS --
Q2,24-- 2.13 CFS
WIDTH= 3 FT
SLOPE= 10.00%
SIDE M= 2 :1
MANNING N= 0.1
Zreq= 0.45327
-- OUTPUT DATA FOR HIGH GRASS
NORMAL DEPTH= 0.320 FT
WIDTH= 3 FT
VELOCITY= 1.83 FT/SEC
SHEAR STRESS= 2.00 LB/SF
WETTED PERIMETER= 4.43 FT
TOP WIDTH= 4.28 FT
2-3
DITCH SEGMENT TD2
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 2.25 CPS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 3.72 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.45 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.80 FT
Zrcq= '0.15141 TOP WIDTH= 3.72 FT
INPUT DATA FOR TEMPORARY LINER -- OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 2.25 CPS NORMAL DEPTH= 0.22 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 2.97 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.55 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.98 FT
Zreq= 0.22712 TOP WIDTH= 3.88 FT
-- INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS --
Q2,24= 2.25 CFS NORMAL DEPTH= 0.22 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 2.97 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.55 LB/SF
MANNING N= 0.03 WETTED PERD.[ETER= 3.98 FT
Zreq= 0.22712 TOP WIDTH= 3.88 FT
INPUT DATA FOR HIGH GRASS == OUTPUT DATA FOR HIGH GRASS
Q2,24= 2.25 CFS NORMAL DEPTH= 0.420 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 1.40 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.05 LB/SF
MANNING N= 0.1 WETTED PERATETER= 4.88 FT
Zreq= 0.75707 TOP WIDTH= 4.68 FT
2-4

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DITCH SEGMENT TD3

INPUT DATA FOR BARE GROUND - - ?--- OUTPUT DATA FOR BARE GROUND ---
Q2,24= 0.75 CPS NORMAL DEPTH= 0.12 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10% VELOCITY= 1.93 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.16 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.54 FT
Zmq= 0.06966 TOP WIDTH= 3.48 FT

DAT
FOR TEMPORARY LINE
U OUT
UT
INP
T
A
R P
DATA FOR TEMPORARY LINER
Q2,24= 0.75 CFS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10,, VELOCITY= 1.63 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.18 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.63 FT
Zrrq= 0.10449 TOP WIDTH= 3.56 FT

INPUT DATA FOR LOW GRASS -- -- OUTPUT DATA FOR LOW GRASS --
Q2,24= 0.75 CPS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10% VELOCITY= 1.63 FT/SEC VELOCITY O.K.
SIDE M=
MANNING N= 2 :1
0.03 SHEAR STRESS=
WETTED PERIMETER= 0.18 LB/SF
3.63 FT
Zreq= 0.10449 TOP WIDTH= 3.56 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS
Q2,24= 0.75 CFS NORMAL DEPTH= 0.280 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10% VELOCITY= 0.75 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.37 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.25 FT
Zreq= 0.34828 TOP WIDTH= 4.12 FT
NA 11

1
1
ti?E...
1 ?-5
DITCH SEGMENT TD4
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND - -
Q2,24= 2.00 CFS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50% VELOCITY= 4.36 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.66 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zreq= 0.09829 TOP WIDTH= 3.56 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 2.00 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50% VELOCITY= 3.31 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.84 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.14744 TOP WIDTH= 3.72 FT
INPUT DATA FOR LOW GRASS -- -- OUTPUT DATA FOR LOW GRASS
Q2,24= 2 CPS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50% VELOCITY= 3.31 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.84 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.14744 TOP WIDTH= " 3.72 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS
Q2,24= 2 CFS NORMAL DEPTH= 0.340 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50% VELOCITY= 1.60 FT/SEC
SIDE W 2 :1 SHEAR STRESS= 1.59 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.52 FT
Zreq= 0.49145 TOP WIDTH= 4.36 FT
1
1
2-6
1
DITCH SEGMENT TD5
--= INPUT DATA FOR BARE GROUND = OUTPUT DATA FOR BARE GROUND =
Q2,24= 0.38 CPS NORMAL DEPTH= 0.06 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 2.03 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.27 FT
Zreq= ' 0.01786 TOP WIDTH= 3.24 FT

INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER =-
Q2,24= 0.38 CFS NORMAL DEPTH= 0.06 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 2.03 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.27 FT
Zreq= 0.02679 TOP WIDTH= 3.24 FT
INPUT DATA FOR LOW GRASS -- -- OUTPUT DATA FOR LOW GRASS --
Q2,24= 0.38 CFS NORMAL DEPTH= 0.06 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 2.03 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.27 FT
Zreq= 0.02679 TOP WIDTH= 3.24 FT
INPUT DATA FOR HIGH GRASS -- _= OUTPUT DATA FOR HIGH GRASS
Q2,24= 0.38 CFS NORMAL DEPTH= 0.140 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 0.83 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.72 LB/SF
MANNING N= 0.1 WETTED PERMETER= 3.63 FT
Zreq= 0.0893 TOP WIDTH= 3.56 FT
i
i
I
1
2-7
i
DITCH SEGMENT TD6
- - INPUT DATA FOR BARE GROUND --= -_- OUTPUT DATA FOR BARE GROUND -
Q2.24= 1.25 CFS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 2.72 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.24 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zrcq= 0.10054 TOP WIDTH= 3.56 FT
-- INPUT DATA FOR TEMPORARY LINER -- - _= OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 1.25 CPS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 2.07 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.15081 TOP WIDTH= 3.72 FT
-- INPUT DATA FOR LOW GRASS =- -- OUTPUT DATA FOR LOW GRASS
Q2,24-- 1.25 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 2.07 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.15081 TOP WIDTH= 3.72 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS --
Q2,24-- 1.25 CFS NORMAL DEPTH= 0.340 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 1.00 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.59 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.52 FT
Zreq= 0.5027 TOP WIDTH= 4.36 FT
2-8
1
FL

III
u
1
1
DITCH SEGMENT TD7
INPUT DATA FOR BARE GROUND ? _ - OUTPUT DATA FOR BARE GROUND
Q2,24= 0.63 CFS NORMAL DEPTH= 0.12 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE- 1.10' VELOCITY= 1.62 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.08 LB/SF
MANNING N= . 0.02 WETTED PERIMETER= 3.54 FT
Zreq= 0.08085 TOP WIDTH= 3.48 FT
-- INPUT DATA FOR TEMPORARY LINER == OUTPUT DATA FOR TEMPORARY LINER ---
Q2,24= 0.63 CPS NORMAL DEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 1.10% VELOCITY= 1.19 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.11 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.12127 TOP WIDTH= 3.64 FT
_= INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS --
Q2,24= 0.63 CFS NORMAL DEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 1.10% VELOCITY= 1.19 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.11 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.12127 TOP WIDTH= 3.64 FT
-- INPUT DATA FOR HIGH GRASS -- OUTPUT DATA FOR HIGH GRASS --
Q2,24= 0.63 CPS NORMAL DEP'T'H= 0.300 FT
WIDTH= 3 Fr WIDTH= 3 FT
SLOPE= 1.10% VELOCITY= 0.58 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.21 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.34 FT
Zreq= 0.40423 TOP WIDTH= 4.20 FT

2-9
1
DITCH SEGMENT TD8
INPUT DATA FOR BARE GROUND ^-- _-- OUTPUT DATA FOR BARE GROUND
Q2,24= 1.50 CPS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.80% VELOCITY= 3.27 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.33 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zreq= 0.10356 TOP WIDTH= 3.56 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 1.50 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.80% VELOCITY= 2.48 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.43 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Znq= 0.15535 TOP WIDTH= 3.72 FT
-- INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS
Q2,24= 1.5 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.80% VELOCITY= 2.48 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.43 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.15535 TOP WIDTH= 3.72 FT
INPUT DATA FOR HIGH GRASS -- _= OUTPUT DATA FOR HIGH GRASS --
Q2,24= 1.5 CFS NORMAL DEPTH= 0.340 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.80% VELOCITY= 1.20 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.81 LB/SF
MANNING N= 0.1 WETTED PERMETER= 4.52 FT
Zmq= 0.51782 TOP WIDTH= 4.36 FT
2-10

r
r
e
DITCH SEGMENT TD9
INPUT DATA FOR BARE GROUND == OUTPUT DATA FOR BARE GROUND ---
Q2,24= 0.63 CFS NORMAL DEPTH= 0.08 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 2.49 FT/SEC . TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.20 LB/SF
MANNING N= 0.02 WETTED PERMETER= 3.36 FT
Zrcq- 0.0424 TOP WIDTH= 3.32 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 0.63 CPS NORMAL DEPTH= 0.1 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY- 1.97 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.25 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.45 FT
Zreq= 0.06359 TOP WIDTH= 3.40 FT
INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS
Q2,24= 0.63 CFS NORMAL DEPTH= 0.1 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 1.97 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.25 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.45 FT
Zreq= 0.06359 TOP WIDTH= 3.40 FT .
INPUT DATA FOR HIGH GRASS -- OUTPUT DATA FOR HIGH GRASS
Q2.24= 0.63 CFS
WIDTH= 3 FT
SLOPE= 4.00%
SIDE M= 2 :1
MANNING N= 0.1
Zreq= 0.21198
NORMAL DEPTH= 0.200 FT
WIDTH= 3 FT
VELOCITY= 0.93 FT/SEC
SHEAR STRESS= 0.50 LB/SF
WETTED PERIMETER= 3.89 FT
TOP WIDTH= 3.80 FT
e
r
DITCH SEGMENT TD10
- INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND =?--
Q2,24= 4.50 CFS NORMAL DEPTH= 0.26 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE- 3.90% VELOCITY= 4.92 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.63 LB/SF
MANNING N= 0.02 WETTED PERIMETER- 4.16 FT
Zreq= 0.30668 TOP WIDTH= 4.04 FT
INPUT DATA FOR TEMPORARY LINER -- - -- OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 4.50 CFS NORMAL DEPTH= 0.32 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.90% VELOCITY= 3.86 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.78 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 4.43 FT
Zreq= 0.46003 TOP WIDTH= 4.28 FT
INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS
Q2,24= 4.5 CFS NORMAL DEPTH= 0.32 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.90% VELOCITY= 3.W6 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.78 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 4.43 FT
Zreq= 0.46003 TOP WIDTH= 4.28 FT
_= INPUT DATA FOR HIGH GRASS -- -- OUTPUT DATA FOR HIGH GRASS
Q2,24= 4.5 CFS NORMAL DEPTH= 0.620 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 3.90% VELOCITY= 1.71 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.51 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 5.77 FT
Zreq= 1.53342 TOP WIDTH= 5.48 FT
r
2-12
1
II
D

1
1
DITCH SEGMENT TDI I
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 0.50 CFS NORMAL DEPTH= 0.08 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.50% VELOCITY= 1.98 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.12 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.36 FT
Zrcq= 0.04256 TOP WIDTH= 3.32 FT

?- INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER =
Q2,24= 0.50 CPS NORMAL DEPTH= 0.1 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE-- 2.50% VELOCITY= 1.56 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.16 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.45 FT
Zrcq= 0.06384 TOP WIDTH= 3.40 FT

-- INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS --
Q2,24= 0.5 CFS NORMAL DEPTH= 0.1 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.50% VELOCITY= 1.56 FT/SEC VELOCITY O.K.
SIDE M= 2 :l SHEAR STRESS= 0.16 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.45 FT
Zreq= 0.06384 TOP WIDTH= 3.40 FT
-- INPUT DATA FOR HIGH GRASS
Q2,24= 0.5 CPS
WIDTH= 3 FT
SLOPE= 2.50%
SIDE M= 2 :1
MANNING N= 0.1
Zreq= 0.2128
OUTPUT DATA FOR HIGH GRASS --
NORMAL DEPTH= 0.220 FT
WIDTH= 3 FT
VELOCITY= 0.66 FT/SEC
SHEAR STRESS= 0.34 LB/SF
WETTED PERIMETER= 3.98 FT
TOP WIDTH= 3.88 FT
2-13

DITCH SEGMENT TD12
= INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND --s
Q2,24= 3.88 CFS NORMAL DEPTH= 0.26 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.60% VELOCITY= 4.24 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.42 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 4.16 FT
Zreq= 0.32386 TOP WIDTH= 4.04 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24-- 3.88 CFS NORMAL DEPTH= 0.34 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.60% VELOCITY= 3.10 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.55 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 4.52 FT
Zreq= 0.48579 TOP WIDTH= 4.36 FT
INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS --
Q2,24= 3.88 CFS NORMAL DEPTH= 0.34 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.60% VELOCITY= 3.10 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.55 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 4.52 FT
Zreq= 0.48579 TOP WIDTH= 4.36 FT
-- INPUT DATA FOR HIGH GRASS == OUTPUT DATA FOR HIGH GRASS --
Q2,24= 3.88 CFS NORMAL DEPTH= 0.640 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.60% VELOCITY= IA2 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.04 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 5.86 FT
Zreq= 1.6193 TOP WIDTH= 5.56 FT
2-14
F

C
1
DITCH SEGMENT TD13
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND - -
Q2.24= 5.75 CFS NORMAL DEPTH= 0.34 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40% VELOCITY= 4.60 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.51 LB/SF
MANNING N= 0.02 WETTED PERMETER= 4.52 FT
Zmq= 0.49954 TOP WIDTH= 4.36 FT
INPUT DATA FOR TEMPORARY LINER - -- OUTPUT DATA FOR TEMPORARY LINER --
Q2,24= 5.75 CPS NORMAL DEPTH= 0.42 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40% VELOCITY= 3.57 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.63 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 4.88 FT
Zreq= 0.74932 TOP WIDTH= 4.68 FT
-- INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS
Q2,24= 5.75 CFS NORMAL DEPTH= 0.42 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE-- 2.40% VELOCITY= 3.57 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.63 LB/SF
MANNING N= 0.03 WETTED PERDvfEETER= 4.88 FT
Zreq= 0.74932 TOP WIDTH= 4.68 FT
INPUT DATA FOR HIGH GRASS -- -- OUTPUT DATA FOR HIGH GRASS
Q2,24= 5.75 CFS NORMAL DEPTH= 0.800 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40% VELOCITY= 1.56 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.20 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 6.58 FT
Zreq= 2.49772 TOP WIDTH= 6.20 FT
1 2-15
r
DITCH SEGMENT TD14
INPUT DATA FOR BARE GROUND - - OUTPUT DATA FOR BARE GROUND
Q2,24= 1.88 CPS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 4.09 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.44 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zroq= 0.11316 TOP WIDTH= 3.56 FT
-- INPUT DATA FOR TEMPORARY LINER ?- OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 1.88 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 3.11 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.56 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.16974 TOP WIDTH= 3.72 FT
INPUT DATA FOR LOW GRASS
Q2,24= 1.88. CFS
WIDTH= 3 FT
SLOPE= 5.00%
SIDE M= 2 :1
MANNING N= 0.03
Zreq= 0.16974
-= OUTPUT DATA FOR LOW GRASS
NORMALDEPTH= 0.18 FT
WIDTH= 3 FT
VELOCITY= 3.11 FT/SEC VELOCITY O.K.
SHEAR STRESS= 0.56 LB/SF
WETTED PER METER= 3.80 FT
TOP WIDTH= 3.72 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS =_
Q2,24= 1.88 CFS NORMAL DEPTH= 0.360 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 1.40 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.12 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.61 FT
Zreq= 0.56579 TOP WIDTH= 4.44 FT

F
2-16 1

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2.3
n
fI
t

1
1
i I

TEMPORARY SEDIMENT TRAPS/ROCK CHECK DAMS
Six temporary sediment traps shall be constructed at the locations shown on Sheet 1. The
sediment traps were designed in accordance with Standard Specification No. 6.63 of the Erosion
and Sediment Control Planning, and Design Manual. The sediment traps are designed to handle
the peak runoff for a 2-year, 24-hour storm.
Temporary Sediment Trap/Check Dam No. 1 (CDI)
Drainage Area = 5.3 acres
Trap capacity = 1800 ft3/acre x 5.2 acres = 9540 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 9540/(0.4 x 4.0) = 5962.5 ft2
L=92ft,W=65ft
Weir length = 13 feet
Temporary Sediment Trap/Check Dam No. 2 (CD2)
Drainage Area = 3.8 acres
Trap capacity = 1800 ft3/acre x 3.8 acres = 6840 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 6840/(0.4 x 4.0) = 6840 ft2
L=80,W=53
Weir length = 10 feet
Temporary Sediment Trap/Check Dam No. 3 (CD3)
Drainage Area = 7.2 acres
Trap capacity = 1800 ft3/acre x 7.2 acres = 12960 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 12960/(0.4 x 4.0) = 8100 ft2
L = 110 ft, W = 74 ft
Weir length = 17 feet
2-17

1
Temporary Sediment Trap/Check Dam No. 4 (CD4)
Drainage Area = 4.7 acres
Trap capacity = 1800 fe/acre x 4.7 acres = 8460 ft'
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 8460/(0.4 x 4.0) = 5288 ft2
L = 100 ft, W = 53 ft
Weir length = 12 feet
Temporary Sediment Trap/Check Dam No. 5 (CD5)
Drainage Area = 5.5 acres
Trap capacity = 1800 fe/acre x 5.5 acres = 9,900 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 9,900/(0.4 x 4.0) = 6,187.5 fe
L=95ft,W=65_ft
Weir length = 14 feet
Temporary Sediment Trap/Check Dam No. 6 (CD6)
Drainage Area = 5.9 acres
Trap capacity = 1800 fO/acre x 5.9 acres = 10,620 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 10,620/(0.4 x 4.0) = 6,637.5 ft2
L = 102 ft, W = 65 ft
Weir length = 14 feet
Temporary Sediment Trap/Check Dam No. 7 (CD7)
Drainage Area = 6.5 acres
Trap capacity = 1800 fe/acre x 6.5 acres 11,700 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 11,700/(0.4 x 4.0) = 7,312.5 fe
L = 105 ft, W = 70 ft
Weir length = 15 feet
2-18

1
Temporary Sediment Trap/Check Dam No. 8 (CD8)
Drainage Area = 11.3 acres
Trap capacity = 1800 ft3/acre x 11.3 acres = 20,340 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 20,340/(0.4 x 4.0) = 12,712.5 fe
L = 140 ft, W = 91 ft
Weir length= 23 feet
2.4 SILT FENCES
Silt fences shall be installed at the locations shown on the Drawing.
2-19

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1
1
1

1
1
3.0 MAINTENANCE PLAN
A. All erosion and sediment control practices will be checked for stability and operation
following every runoff-producing rainfall, but in no case less than once every week. Any
needed repairs will be made immediately to maintain all practices as designed.
B. Rock dams will be cleaned out when the level of sediment reaches one-half the design
depth.
C. Sediment will be removed from behind the silt fence when it becomes about 0.5 feet deep
at the fence. The silt fence will be repaired as necessary to maintain a barrier.
D. The sediment basins will be cleaned out when the level of sediment reaches 4 feet as
shown on the silt gauge.
E. All seeded areas will be fertilized, reseeded as necessary, and mulched according to
specifications in the vegetative plan to maintain a vigorous, dense vegetative cover.

9 4.0 VEGETATIVE PLAN
I Seeding Specifications and Schedules
Temporary Seeding
Temporary seeding shall provide protection for areas that will be left disturbed for longer than
30 days and no more than 1 year, during which time permanent stabilization should be initiated.
Grading shall be completed before preparing seedbeds and all necessary erosion control structures
shall be installed such as dikes, waterways and basins. If soils become compacted during
grading, loosen them to a depth of 6-8 inches, using a ripper, harrow, or a chisel plow.
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydroseeder.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no more than
1/2 inch. Broadcast seed must be covered by raking or chain dragging, and then lightly firmed
with a roller or cultipacker.
Temporary Seeding
Recommendations for Late Winter and Early Spring
Seeding Mixture Species Rate (lb/acre)
Rye (Grain) 120
Annual Lespedeza (Kobe in 50
Piedmont & Coastal Plain,
Korean in Mountains)
Omit annual lespedeza when duration of temporary cover is not to extend beyond June.
Seeding Dates
Piedmont - January 1 - May 1
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
4-1
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately
following erosion or other damage.
Temporary Seeding
Recommendations for Summer
Seeding Mixture Species Rate (lb/acre)
German Millet 40
In the Piedmont and Mountains, a small-stemmed Sudangrass may be substituted at a rate
of 50 lb/acre.
Seeding Dates
Piedmont - May 1 - August 15
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10- fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately
following erosion or other damage.
Temporary Seeding
Recommendations for Fall
Seeding Mixture Species
Rye (Grain)
Rate (lb/acre)
120
Seeding Dates
Coastal Plain and Piedmont - August 15 - December 30
4-2

Soil Amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1,000 lb/acre
10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Repair and refertilize damaged areas immediately. Top dress with 50 lb/acre of nitrogen
in March. If it is necessary to extend temporary cover beyond June 15, overseed with 50
lb/acre Kobe (Piedmont and Coastal Plain or Korean (Mountains) lespedeza in late
February or early March.
Permanent Seeding
Areas to be stabilized with permanent vegetation must be seeded or planted within 30 working
days or 120 calendar days after final grade is reached, unless temporary stabilization is applied.:,
Areas designated for permanent seeding shall be grassed as described below:
Seeding Mixture Rate (lb/acre)
Tall Fescue 60
Sericea Lespedeza 15
Kobe Lespedeza 10
Seeding Notes:
1. After August 15, use unscarified sericea seed.
2. Where a neat appearance is desired, omit sericea and substitute 40 lb/acre
Bahiagrass or 15 lb/acre Bermudagrass.
3. To extend spring seeding dates into June, add 15 lb/acre hulled Bermudagrass.
However, it is preferable to seed temporary cover and seed fescue in September.
Nurse Plants
: Between May 1 and August 15, add 10 lb/acre German millet or 15 lb/acre Sudangrass.
Prior to May 1 or after August 15, add 40 lb/acre rye (grain).
4-3
Seeding Dates
Best Possible
Fall: Aug. 15 - Sept. 1 July 25 - Sept. 15
Late Winter: March 1 - April 1 March 1 - May 10
Fall is best for tall fescue and late winter for lespedezas. Overseeding of Kobe lespedeza
over fall-seeded fescue is very effective. Use unhulled Bermudagrass seed in fall.
Soil Amendments
Apply lime and fertilizer according to soil tests, or apply 4,000 lb/acre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000-5,000 lb/acre grain straw, or equivalent cover of another suitable mulching
material. Anchor mulch by tacking with asphalt, roving, or netting. Netting is the
preferred anchoring method on steep slopes.
Maintenance `
Refertilize in the second year, unless growth is fully adequate. May be mowed once or
twice a year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas
immediately.
Seedbed Preparation (SP)
SP-1 Fill slopes 3:1 or steeper to be seeded with a hydraulic seeder (permanent seedings)
1) Leave the last 4-6 inches of fill loose and uncompacted, allowing rocks, roots,
large clods and other debris to remain on the slope.
2) Roughen slope faces by making grooves 2-3 inches deep, perpendicular to the
slope.
3) Spread lime evenly over slopes.
SP-2 Fill slopes 3:1 or steeper (temporary seedings)
(1) Leave a loose, uncompacted surface. Remove large clods, rocks, and debris.
(2) Spread lime and fertilizer evenly at the specified rates.
(3) Incorporate amendments by roughening or grooving soil surface on the contour.
4-4
F1
1
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SP-3 High maintenance turf
(1) Remove rocks and debris that could interfere with tillage and the production of
a uniform seedbed.
(2) Apply lime and fertilizer evenly. Incorporate to a depth of 2-4 inches with a farm
disk or chisel plow.
(3) Loosen the subgrade immediately prior to spreading topsoil by disking or
scarifying to a depth of at least 2 inches.
(4) Spread topsoil to a depth of 2-4 inches and cultipack.
(5) Disk or harrow and rake to produce a uniform and well-pulverized surface.
(6) Loosen surface just prior to applying seed.
SP-4 Gentle or flat slopes where topsoil is not used.
(1) Remove rocks and debris.
(2) Apply lime and fertilizer spread evenly and incorporate into the top 6" with a
disk, chisel plow, or rotary tiller.
(3) Break up large clods and rake into a loose, uniform seedbed.
(4) Rake to loosen surface just prior to applying seed.
Seeding Methods (SM)
SM-1 Fill slopes steeper than 3:1 (permanent seedings)
Use hydraulic seeding equipment to apply seed and fertilizer, a wood fiber mulch at 90
lb/1,000 fe, and mulch tackifier..
SM-2 gentle to flat slopes or temporary seedings
(1) Broadcast seed at the recommended rate with a cyclone seeder, drop spreader, or
cultipacker seeder.
(2) Rake seed into the soil and lightly pack to establish good contact.
4-S
Mulch (MU)
MU-1 Steep slopes (3:1 or greater)
In mid-summer, late fall or winter, apply 100 lb/1,000 ft2 grain straw, anchor with 0.1
gal/yd2 (11 gal/1,000 ft2 asphalt). In spring or early fall use 90 lb/1,000 ft2 wood fiber
in a hydroseeder slurry.
MU-2 High-maintenance vegetation and temporary seedings
Apply 90 lb/1,000 ft2 (4000 lb/acre) grain straw and tack with 0.1 gal/yd2 asphalt (11
gal/1,000 ft2).
MU-3 Grass-lined channels
Install erosion control mat in the channel, extend up the channel banks to the highest
calculated depth of flow, and secure according to manufacturer's specifications. Install
only when specified.
On channel shoulders, apply 100 lb/1,000 fe grain straw and anchor with 0.1 gal/yd2 (11
gal/1,000 fe) asphalt.
Maintenance (MA)
MA-1 Refertilize in late winter or early spring the following year. Mow as desired
MA-2 Fertilize with 40 lb/acre (I lb/1,000 ft2) nitrogen in winter and again the following fall.
MA-3 Inspect and repair mulch and lining. Refertilize in late winter of the following year with
1501b/acre 10-10-10 (3.5 lb/1,000 ft2) nitrogen in March. If cover is needed through the
following summer, overseed with 50 lb/acre.
4-6

I SEDIMENT BASIN CALCULATIONS
There are a total of three sediment basins proposed for the redesign of the North Wake Sanitary
Landfill. However, only two sediment ponds will be constructed for this project. Each sediment
basin was sized to handle the 25 yr, 24 hr storm and settle out the 40 micron particle at a
minimum of 70 percent efficiency. Sediment pond data is provided in Table 1-1. Each sediment
basin within the landfill area has been designed to handle estimated design flows for the 25 yr,
24 hr storm. The sediment basins were designed to work in conditions where four feet of
sediment had already accumulated in the bottom of the ponds. All supporting calculations for
riser-barrel configurations, emergency spillways, and outlet protection are included in Appendix
A. The sediment basins for this project were designed based on guidelines published in the
design manual titled "Elements of Urban Stormwater Design". The procedures were developed
by Dr. H. Rooney Malcom, P.E., of North Carolina State University. These guidelines meet or
exceed current North Carolina Sediment and Erosion Control Manual requirements.

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JOB NAME - NORTH WAKE SANITARY LANDPILL POND #1 2/11193
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA - 20 ACRES WATERSHED AREA 31 ACRES
BMP,AULJC LENGTH - 1,400 FT HYDRAULIC LENGTH - 3,450 FT
CHANGE IN HEIGHT - 60. FT CHANGE IN HEIGHT - 219 FT
RUNOFF COEF.C' - 0.25 RUNOFF COEF. C - 0.65
TIME OF CONC. - 6.95 min TIME OF CONC. - 11.96 min
INTENSITY - 7.78 inAr )XIENSITY - 6.66 irdhr
(25yr,24hr) (25yr.24hr)
PAGE 1
Q, - 39 CPS Qp - 134 CPS
Q, - PREDEVEL.OPED PEAT: DISCHARGE QP - POST DEVELOPED PEAT: DISCHARGE
COMPUTE DEPTH OF RUNOFF
P - 4.62 INCHES 25yr, 6hr PRECIP.
CN- 72
S - (100010N)-10
S- 3.89
Q° - (P-0.2S)A2/(P4d.sS)
Q*- 1.91 . IN - 2S yr. 6hr RUNOFF DEPTH
Tp - VOLR139`Qp)
VOL - (Q•)•A
Tp - 19 MIII[TTES
CALCULATE Ts AND b
SET INVERT OF POND AT ELEV. 243.0 FT
S Z
CONTOUR CONTOUR INCR ACCUM
COTTTOUR AREA AREA VOL VOL STAGE In S In Z Z est
(so inl (so ft) (cu ft] Ico ft] IN (ft]
243 0.00 0 0 0
244 1.16 11.600 5.800 5.800 1 8.6656 0.0000 0.79
246 2.61 26.100 37.700 43500 3 10.6805 1.0986 2.96
248 3.01 30.100 56200 99.700 5 115099 1.6094 5.09
250 3.44 34AW 64.500 , 164.200 7 12.0088 1.9459 7.06
252 3.89 38.900 73300 237500 9 123779 2.1972 9.00
254 437 43.700 82.600 320.100 11 12.6764 23979 ]0.94
256 4.87 48.700 92AN 412500 13 12.9300 25649 12.9:
Regression Owput:
Constant 9.02758915 Ks. 8330
Std Err of Y Est 0.02012975 b - 1-53
R Squared 0.99952895
No. of Observations 6
Des mes of Freedom 4
T Cocfficieot(s) 15251397
Std Err of CocL 0.0165545

1
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I PAGE 2
COMPUTE SEDIMENT ACCUML IATION RATE

84
A
0.
S - 0.151 A
S.
SEDIMENT POOL HEIGHT (Z) - 2.70
4.00 ACRE-FT/YR
FT
STORAGE REQUIRED - 69.001 CU FT
CLEANOUT PERIOD - 7 MONTHS
SEDIMENT POOL ELEVATION - 247.00 FT msl
•rrrrrrrrrrrrrrrr•rrrrrrrlr Hrrr•qr•rrNrHrrr•rrrrrrrrrrrrrrrrrrrrr•rrrr•rrrrrrrr rrr••rrrr rrrrrr.. r rrrrrrrrrrrl
CONFIGURE RISER/BARREL
ASSUMPTION: CRITICAL TIME FOR SETTLING PERFORMANCE IS PEAK OUTFLOW TIME
AT TIME ZERO, POND IS FILLED TO TOP OF SEDIMENT POOL.
EXPECTED OUTFLOW
QO - EXPECTED OU`rF OW
QO - QP - S/TP Qp - INFLOW AFTER DEVELOPMENT
Tp - TIME TO PEAK (MINUTES)
S - STORMWATER STORAGE
ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Qs - Cs•Z^(b-1) Qs - ALLOWABLE OUTFLOW FOR SATISFACTORY SETnlNG
Cs - SETTLING CONSTANT
Cs - (b•Ks•Vo)/(N(tl-E]A(-1/i)-1)) E - SETTLING EFFICIENCY, EXPRESSED AS A DECIMAL FRACTION
E -SETTLING EFFICIENC 0.70 N - NUMBER OF EFFECTIVE CELLS
SET N - 2 (POOR PERFORMANCE) Vo - SETIUNG VELOCITY OF DESIGN PARTICLE
Z - STAGE (FT ABOVE POND INVERT)
Vo-(g118)t(Ss-1)N]dA2 m/s
v -KINEMATIC VISCOSITY
V . 1.14E-06 mA2hx @ 15 DEG CELSIUS
St- 2.6 - SPECIFIC GRAVITY
d . 40 MICRONS- 4.00E-05 m
Vo- 1.22E-03 mis
Vo- 4.01E-03 R/s
Cs.-(b•Kswc)/rn•ta-Erc 1/N) In
Cs- 30.87969
Qs - 30.87969 ZA 0S3 - SETTLING ENVELOPE

PAGE3
PICT: Z SUCH THAT Qo IS LESS THAN Qt BUT ALMOST EQUALS IT.
SET UP TRIAL AND ERROR TABLE
STAGE STORAGE EST. ALLOWABLE EXPECTED
PROVIDED Q25.24 OUTFLOW OUTFLOW
PEAT: FOR (WHEN
STAGE SETTLING ROUTED)
ZFTABOVE S Z Q$ Qo
INVERT OF
POND (CU FT) (Fr) (CPS) (CPS)
4.0 0 NA 63.9 134.3
45 13578 NA 68.0 1225
5.0 27973 NA 71.9 110.0
5-5 43146 NA 75.6 96.8
6.0 59061 NA 79.1 83.0
65 75689 65 82.5 683
7.0 93002 NA 85.8 53S
75 110978 NA 89.0 37.9
8.0 129595 NA 92.0 21.7
85 148833 NA 95.0 5.0
9.0 168675 NA 97.9 -12.2
95 189104 NA 100.7 -30.0
10.0 210106 NA 1035 -48.2
105 231668 NA 106.2 -67.0
11.0 253775 NA 108.8 -86.2
115 276416 NA 1113 -105.8
12.0 299581 NA 113.9 -125.9
12.5 323258 NA 116.3 -1465
13.0 347438 NA 118.8 -1675
135 372111 NA 121.1 -188.9
14.0 397269 NA 1235 -210.8
145 422903 NA 125.8 -233.1
15.0 449006 NA 128.0 -255.7
155 475569 NA 130.2 -278.8
16.0 502587 NA 132A -302.3
MAX ESTIMATED
25YR-24HR STAGE - 6.5 FEET
2495 A MSL
FOR THE GTJEN HEAD, CHOOSE BARREL DIAMETER SUCH THAT OUTFLOW
IS LESS THAN OR EQUAL TO THE PREDEVELOPED DISCHARGE (Q&).
USE ORIFLCE EQUATION W/ Cd - 0S9
Q-Cd•A•(SQRT(2.8'Z)) h-Z
CHOSEN OUTFLOW
HEAD BARREL BARREL OUTFLOW BARREL EXPECTED
H DLAMBTER DL+METER Q DIAMETER
(Ft) (IN) (FT) (CFS) (IN) (CFS)
6S 12 1.00 9.1 NA 0.00
65 15 115 14.1 NA 0.00
0 18 130 20.1 NA 0.00
6.5 24 2.00 34.9 24.00 34.90
65 30 250 533 NA 0.00
65 36 3.00 74.9 NA 0.00
65 42 350 993 NA 0.00
65 48 4.00 1263 NA 0.00
65 54 430 1553 NA 0.00
65 60 5.00 186.0 NA 0.00
65 66 550 217.9 NA 0.00
ESTIMATED BARREL DIAMETER - 24 INCHES

PAGE4
SET CREST OF RISER
- ALLOW SUFFICIENT HEAD TO PASS EXPECTED OUTFLOW
RISER ACTS AS WEIR
Q = CWLHA3/2 Cw. 3.33
EXPECTED OUTFLOW - 34.9 CFS
HEAD TO
RISER RISER MAX HEAD RISER PASS
DIAMETER DIAMETER (WEIR) DIAM. DES. FLAW
w (FT) (FT) (IN.) (F1)
12 1.0 0.36 0.00 2.23
IS 1.3 0.44 0.00 1.92
24 2.0 0.71 0.00 1.41
36 3.0 1.07 0.00 1.07
42 35 1.24 42.00 0.97
48 4.0 1.42 0.00 0.89
54 45 1.60 0.00 0.82
60 5.0 1.78 0.00 0.76
66 55 1.95 0.00 0.72
72 6.0 2.13 0.00 0.68
SET CREST @ ELEV. _ (MAX STAGE FOR 25yr-24 hr STORM)-(I4FAD REQUIRED FOR RISER TO PASS DESIGN FLOW)
ESTIMATED DIAMETER OF RISER CHOSEN - 42 IN RISER
CORRESPONDING HEAD = 0.97 FT
ESTIMATED CREST ELEV.. 24853 FT AMSL
Z = 24950 FT - EXPECT POND TO BE THIS DEEP IN 25-YR STORM ASSUMING NO ACCUMULATION OF SEDIMENT
1
1
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PAGE 5
JOB NAME NORTH WAKE SANrfARY LANDF .L POND 01
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Or. 134 efs
TP - 19 min
df - 2 min.
BASIN DATA PARTICLE DATA
Ks . 8330
b . 153 Diameter 40 microns
7,0. 243 ft. Specific Gravity 2.6 Ibs/)bs
Ma: silt depth - 4 h Sealing Velocity 4.01E-03 Ma,-
Reynolds No.
Dr. 42 iR
.... Cw. 3.33 EFFICIENCY DATA
zcr . 245.20 ft.
Desired Efficiency 70 %
Db . 24 in. No. of Effec. Cells 2
Cd . 0S9 Cs 30.8797
z - 239 fL
NORMAL SURFACE AA 0.69 at.
Pk Outflow - 45.65 cfs
Ps: Stage - 250.70 fti
Time lnf}ow Storage Stage Outflow W Riser 0 Riser Barrel Surf Arm Sr. Env Set Eff
(min.) fefs) [cu ft) Ift) fefs) Iefs) lets) felt
Isq ft]
[cfs)
[Y0)
0 0 6.90E+04 247.00 OA 0.0 0.0 39.4 26309 64 f1DIV/0l
2 3 6.90E+04 247.00 0.0 0.0 0.0 39A 26309 64 #'DIVMI
4 13 6.94E404 247.01 0.0 0.0 0.0 39A 26359 64 #DIV)DI
6 28 7.09E404 247.07 0.0 0.0 0.0 39.6 26551 65 #'DIV/01
8 46 7.40E*04 247.19 0.0 0.0 0.0 39.9 26956 66 *DIV/01
10 67 7.94E+04 24739 0.0 0.0 0.0 40A 27610 67 MDIV/0l
12 as 8.71E+04 247.66 0.0 0.0 0.0 41.2 28508 69 #FD;V/DI
13 107 9.72E+04 248.01 0.0 0.0 OA «2.1 29607; 72 #D:'v )Dl
15 121 1.10E+05 248.41 3.6 3.6 21.1 43.1 30544 75 7rk
99
17 131 1.23E+05 245.85 18.8 15.8 36.6 44.2 32110 7S .
94
9%
19 134 136E+05 249.24 3135. 383 463 45.2 33232 81 .
96
6%
21 131 1.47E+05 24957 46.0 55.1 533 46.0 34136 83 .
53
9%
23 121 157E+05 249.85 46.7 77.0 5S5 46,7 34902 85 .
84
0%
25 108 1.65E+05 250.) 0 473 94.7 62.7 473 35550 86 .
$4
1%
27 94 1.72E+05 250.29 47.7 109.6 65.5 47.7 36056 813 .
54
2%
29 83 1.78E+05 250.44 45.1 1215 68.1 45.1 36440 89 .
84
3%
31 73 1.82E+05 25055 483 1305 69.9 493 36721 89 .
3%
$4
33 64 1.85E+05 250.62 48S 137.0 70.9 485 36916 90 .
84
496
35 56 1.86E+05 250.67 48.6 141.1 71.6 48.6 37038 90 .
44
84
36 49 1.87E405 250.70 48.6 143.1 72.0 48.6 37098 90 .
94
4%
38 43 1.57E+05 250.70 45.7 143.2 72.0 45.7 37103 90 .
84
44
40 38 1.87E+05 250.68 48.6 141.8 71.8 48.6 37061 90 .
84
4%
42 33 1.85E+05 250.65 485 139.0 713 485 36977 90 .
84
4%
44 29 1.84E+05 250.60 45.4 135.0 70.6 49A 36857 90 .
84
3%
46 26 1.81E+05 25034 483 130.0 69.7 453 36704 89 .
84
34
48
50 23 1.79E40S 250.47. 413.1 124.1 68.6 48.1 36522 89 .
84.3%

52 20 1.76E+05 25039 47.9 1175 67A 47.9 36315 88 $43%

54 17 1.73E+05 25030 47.7 110.4 66.0 47.7 36083 88 84.2%

56 113 1.69E+05 250.20 475 102.9 643 475 35830 87 84.2%
SE 13 I.66E405 250.10 473 95.0 62.8 473 35558 86 84.14
12 1.62E+05 249.99 47.0 86.8 60.9 47.0 35268 86 84
1%
59 10 1.138E+05 249.87 46.7 75.6 58.9 46.7 34%1 SS .
84
0%
61
63 9 I-SSE+05 249.75 46S 70.2 561 465 34638 84 .
84.0%

65 8 1.49E+05 249.63 46.2 61.9 54.4 46.2 34300 83 53.94

67 7 1.45E+0S 24930 45.8 53.8 51.9 45.8 33949 83 83.8%

69 6 1.40E+05 24937 455 45.8 49.2 455 33584 82 83.7%

71 5 136E+05 249.23 38.0 38.0 463 45.2 33206 81 86.9%

73 5
4 132E+05 249.12 31.9 31.9 43.6 44.9 32887 80 89.4%

75 1.29E+05 249.02 27.1 27.1 413 44.7 32616 79 91.44

77 4 1.26E+05 248.94 23.2 23.2 39.2 445 32385 79 93
14
3 1.24E+05 248.57 20.0 20.0 373 443 32185 78 .
94.44
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NORTH WAIX SAN)TARY LANDFILL POND 81 2/11/93
WATERSHED DATA (SMALL. WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA - 20 ACRES WATERSHED AREA - 31 ACRES
HYDRAULIC LENGTH - 1.400 FT HYDRAULIC LENGTH - 3.450 FT
CHANGE IN HEIGHT - 60 FT CHANGE IN HEIGHT - 219 Fr
RUNOFF COEF. C - 0.25 RUNOFF COEF. C - 0.65
TIME OF CONC. - 6.95 min TIME OF CONC. - 11.96 min
INIF.NSrN - 7.78 in/hr I1.TENSITY - 7.85 in/hr
(25yr.24hr) (I 00yr.24hr)
PAGE 1
Qa - 39 CPS Qp(100yr.24hr) - 158 CPS
Qa - PREDEVELOPED PEAT: DISCHARGE
........................................... Qp - POST DEVELOPED PEAT: DISCHARGE
......................................................................
COMPUTE DEPTH OF RUNOFF
P - 5.75 INCHES 100yr, 6hr PRECIP.
CN. 72
S - (10001CN)•10
S- 3.89
Q' - (P-0.2S)A2/(P+O.8S)
Q.- 2.79 IN - 100yr, 6hr RUNOFF DEPTH
Tp - VOL(I39"Qp)
VOL- (Q7•A
Tp - 2A NUNITIES
CALCULATE Ks AND b
SET ]NWERT OF POND AT ELEV. 243.0 FT
S Z
CONTOUR CONTOUR )NCR ACCUM
CONTOUR AREA AREA VOL VOL STAGE In S In Z 2 tst
[so inl ISO ftl_ ICU ft] ICU ftl IN ft
243 0.00 0 0 0
244 1.16 11.600 5.800 5.800 1 8.6656 0.0000 0.79
246 2.61 26.100 37.700 43500 3 10.6805 1.0986 2.96
248 3.01 30.100 56.200 99.700 5 115099 1.6094 5.09
250 3.44 34.400 64500 164.200 7 12.0088 1.9459 7.06
252 3.89 38.900 73300 237,500 9 123779 2.1972 9.00
254 437 43.70D 8200 320.)00 11 12.6764 23979 10.94
256 4.87 4E.700 92.400 412500 13 12.9300 25649 12.92
Regression Output:
Conaant
Std Err of Y Est
R Squared
No. of Observations
Degrees of Freedom
X Coefficient(s) 15251397
Std Err of Cod 0.0165545
9.02758915 -? Ks - 8330
0.02012975 b - 133
0.99952895
6
4

JOB NAME NORM WHIM SAATfARY LANDFILL POND 97
CHAWSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qp- 758 cfs
Tp - 24 min.
df - 2 min.
BASIN DATA PARTICLE DATA
Its . 8330
b . 133 Diameter 40 microns
Zo • 243 fL Specific Gravity 2.6 lb&Abc
Max silt depth - 4 !L Settling Velocity 4.01 E-03 fVsec
Reynolds No.
Dr- 42 in.
•.•• Cw- 333 EFFICIENCY DATA
Za • 248.20 ft
Desired Efficiency 70 %
Db - 24 in. No. of Effer- Cells 2
Cd . 039 Cs 30.8797
Zi - 239 fl
NORMAL SURFACE A 0.69 ac EMERGENCY SPILLWAY Q - Cw•L•HNI5)
Pk Outflow - 72.79 cfs L -10 fL 0 Crest Elev. - 250.70
Pk Stage - 251.81 fL MAXIMUM DEPTH -1.0 it Top of Dan Elev. - 253.0
Cw - 3.0
Time Inflow Storage Stage Outflow W Riser O Riau Barrel Emer: Spill. Surf Area Set Env Set Eff
fmin.) lcfs) fcvft) (ft) (cfs) ICU] left) [cfs] fefs] fsgft] (cfs) f%]
0 0 6.90E+04 247.00 0.0 0.0 0.0 39.4 0.0 26309 64 MDTVM!
2 4 6.90E+04 247.00 0.0 0.0 0.0 39.4 0.0 26309 64 #'DIV/Ol
5 15 6.96E+04 247.02 0.0 0.0 0.0 39.4 0.0 26382 64 NDTV/01
7 33 7.17E+04 247.10 0.0 0.0 0.0 39.6 0.0 26660 65 #DTV/01
10 55 7.64E+04 247.28 0.0 0.0 0.0 40.1 0.0 27244 66 MDTV/Ol
12 79 8.42E+04 24756 0.0 0.0 0.0 40.9 0.0 28172 68 #DIV/01
14 103 955E+04 247.95 0.0 0.0 0.0 41.9 0.0 29421 72 #'DTVM1
17 126 1.10E+05 246.64 4.2 4.2 223 43.2 0.0 30916 75 99.6%
19 143 1.28E+05 24:8.99 25.2 25.2 40.4 44.6 0.0 32509 79 9-12%
21 154 1.44E+05 249.49 45.8 533 51.8 45.8 0.0 33926 82 83.8%
24 158 1.60E+05 249.94 46.9 833 60.1 46.9 0.0 35137 85 84.0%
26 154 1.76E4O5 250.38 47.9 117.2 67.3 47.9 0.0 36302 88 84.3%
29 143 1.91E+05 250:80 48.9 151.9 73.4 48.9 0.0 37353 91 84.4%
31 127 204E+05 251.15 515 184.1 783 49.7 1.8 35239 93 83.9%
33 111 2.15E+05 251.43 58.8 210.7 81.9 503 85 38919 95 81.6%
36 98 2.23E+05 251.62 65A 229.7 843 50.7 14.7 39380 96 79.5%
38 86 2.27&05 251.74 70.0 2415 85.7 51.0 19.0 39658 96 78.1%
40 75 2.29E+05 251.79 72.4 2473 86.4 51.1 213 39792 97 77.4%
43 66 230E+05 251.81 72.8 248.4 865 51.1 21.7 39817 97 77.3%
45 58 2.29E+05 251.78 71.8 245.9 86.2. 51.1 20.7 39760 97 77.6% .
48 51 2.27E+05 251.73 69.7 260.8 85.6 50.9 18.8 39642 96 78.2%
50 45 2.24E+05 251.66 67.0 233.9 84.8 50.8 16.2 39480 96 79.0%
52 39 2?IE+05 25158 64.0 225.8 83.8 50.6 13A 39286 95 79.9%
55 35 218E+05 251.49 60.8 2163 82.7 50.4 10.4 39069 95 80.9%
57 30 214E405 251.40 57.7 207A 81.4 50Z 75 38835 94 81.9%
60 27 2.1 0E+05 25130 54.8 197.6 80.1 50.0 4.8 38589 94 828%
62 23 2.06E+05 251.19 52.3 187.7 78.8 49.6 25 38332 93 83.6%
64 21 202E+05 251.08 50.2 177.6 773 495 0.7 38066 93 84.3%
67 18 1.97E+05 250.97 493 1673 75.8 493 0.0 37788 92 845%
69 16 1.93E+05 250.85 49.0 156.7 74.2 49.0 0.0 37491 91 84.4%
71 14 1.88E+05 250.72 48.7 145.6 724 48.7 0.0 37172 90 84.4%
74 12 1.83E+05 25059 48.4 134.1 70A 48.4 0.0 36830 90 843%
76 11 1.78E+05 250.45 48.1 1224 683 48.1 0.0 36469 89 84.3%
79 9 1.73E+05 25030 47.7 110.6 66.0 47.7 0.0 36089 88 84.2%
81 8 1.67E+05 250.15 47.4 98.8 63.6 47A 0.0 35691 87 94.1%
83 7 1.62E+05 249.99 47.0 87.0 61.0 47.0 0.0 35"'75 86 94.1%
86 6 1.56E+05 249.83 46.6 755 58.2 46.6 0.0 34844 85 84.0%
88 6 1.50E+05 249.66 46? 643 55.1 46.2 0.0 34396 84 83.9%
90 5 1.44E+05 249.49 45J 53A 51.8 45.8 0.0 33932 82 83.8%
93 4 139E+05 24932 43.0 43.0 48.2 45A 0.0 33453 81 84.8%
95 4 133E+05 249.15 33.5 33.8 445 45.0 0.0 32967 80 88.6%
98 3 1.29E+05 249.02 27.1 27.1 413 44.7 0.0 32617 79 91.4%
100 3 1.25E+05 248.92 22.1 22.1 38.6 44A 0.0 32319 79 93.5%
102 3 1.23E+05 248.83 183 183 363 44.2 0.0 32074 78 95.1%
105 2 1.2OE405 248.76 153 153 34.2 44.0 0.0 31870 77 96.3%
1
I SEDIMENT POND #I
1
1
EMERGENCY SPILLWAY
THE EMERGENCY SPILLWAY IS DESIGNED TO CARRY THE 100yr-24hr
STORM MINUS WHAT THE PRINCIPAL SPILLWAY CARRIES.
EMERGENCY SPILLWAY INVERT (FT.) = 250.7
MAX. DEPTH OF EMERGENCY SPILLWAY(FT.) 1.0
WIDTH OF EMERGENCY SPILLWAY (FT.) = 10.0
MAX. FLOW (Q) = 21.7 CFS
Cw = 3.0 -BROADCRESTED WEIR
Q = Cw*L*H^(32)
L = Q/(Cw*H^(32))
USE LENGTH =
L= 7.233
10.0 FT
CALCULATE TOP OF DAM:
NOTE: A MINIMUM OF 12" OF FREEB OARD WILL BE BETWEEN THE DEPTH OF FLOW
OVER THE EMERGENCY SPILLWAY AND THE TOP OF THE DAM.
-- . ]MINIMUM TOP OF DAM = 253.0 FT
DESIGN ANTI-FLOATATION BLOCKS
NOTE: CONCRETE BLOCKS IS SIZED SUCH AS TO WEIGH 1.1 TIMES
THE WEIGHT OF WATER DISPLACED BY THE RISER.
DIAMETER OF RISER = 42.0 INCHES
?. HEIGHT OF RISER = 9.2 FT
VOLUME OF RISER (Fr.) = (h*Pi*d^2)/4 = 88.5 CUBIC FEET
EQUIVALENT POUNDS OF WATER = 5523 POUNDS
VOLUME OF CONCRETE REQUIRED = 1.70 CUBIC YARDS
r DEWATERING HOLM
NOTE: THE BOTTOM HALF OF THE RISER SHALL BE PERFORATED WITH
0.5 INCH HOLES WITH A SPACING OF APPROXIMATELY 3 INCHES
IN EACH OUTSIDE VALLEY. THE PERFORATED SECTION SHALL
BE COVERED WITH A 2 FOOT THICK BLANKET OF 0.5 INCH TO
0.75 INCH GRAVEL OR PREFERABLY NCDOT STANDARD #57 OR
#5 WASHED STONE.
S',
SEDIMENT POND #1
BARREL
SIZE = 24 INCHES
INVERT IN = 239.0 FT (ELEV.)
SLOPE = 0.065 %
LENGTH= 170.0 FT
INVERT OUT = 228.0 FT (ELEV..)
ANTI-SEEP COLLAR

NOTE: ANTI SEEP COLLARS WILL BE PLACED NO CLOSER THAN 2 FEET FROM
A PIPE JOINT. THE COLLAR WILL PROJECT A MINIMUM OF 1.5 FEET
FROM THE PIPE AND SHALL BE CONSTRUCTED WITH WATER TIGHT
CONNECTIONS.
ANTI SEEP COLLAR SIZE = 5.0'x 5.0'
RIP-RAP APRON FOR OUTLET FOR THE 25yr-24hr STORM
.Q= 48.7 CFS
PIPE DIAMETER = 24 INCH
LENGTH OF APRON = 25.0 FT -- (FROM FIGURE IN NC SEDIMENT & EROSION
d50 = 12 INCH CONTROL MANUAL)
DEPTH OF RIP- dmax = 18 INCH
UPSTREAM WIDTH = 3*DIA. = 2.25 FT
DOWNSTREAM WIDTH = 6.00 FT
27.00 FT
TRASH GUARD FOR RISER
SIZE = 54 INCH
1

1
1
1
1
1
1
r
r
r
i
Sediment Pond #2
11
JOB NAME - NORTH WAKE SANITARY LANDFILL POND X2 PAGE 1 211/93
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA - l8 ACRES WATERSHED AREA - 23 ACRES
HYDRAULIC LENGTH - 1.840 FT HYDRAULIC LENGTH - 4.200 FT
CHANGE IN HEIGHT - 80 FT CHANGE IN HEIGHT - 199 FT
RUNOFF COEF. C - 0.25 RUNOFF COEF. C - 0.65
TIME OF CONC. - 853 min. TIME OF CONC. - 1558 min.
D?rENSTTY - 739 in/hr INTENSITY - 6.04 in/hr
(25yr.24hr) (25yr.24hr)
Qa - 33 CPS QP - 90 CFS
Qa - PREDEVELOPED PEAK DISCHARGE Qp - POST DEVELOPED PEAK DISCHARGE
......................... ....... ........... ........................... ........ .......................r
COMPUTE DEPTH OF RUNOFF
P- 4.62 INCHES 25yr, 6hr PRECIP.
CN - 72
S - (I000/CN)-10
S- 3.89
Q• - (P-01S)-20+01S)
Q-- 1.91 IN - 25yr, 6hr RUNOFF DEPTH
Tp - V0I.I(1.39'Qp)
VOL- (Q)•A
Tp - 21 MINUTES
CALCULATE Ks AND b
SET INVERT OF POND AT ELEV. 257.0 FT
S Z
CONTOUR. CONTOUR INCR ACCUM
CONTOUR AREA AREA VOL VOL STAGE In S In Z Z est
[so inl fsq ft) ICU ft) [cu ft) IN fft)
257 0.00 0 0 0
258 0.94 9,382 4.691 4.691 1 8.4534 0.0000 0.90
260 1.45 14,517 23.899 28390 3 10.2608 1.0986 3.02
262 1.76 17.601 32.118 60.708 5 11.0138 1.6094 5.00
264 2.09 20.922 38.523 99.231 7 115052 1.9459 6.94
266 2.45 24.478 45.400 144.631 9 11.8819 2.1972 8.93
268 2.83 28.271 $2.749 197.380 11 12.1929 2.3979 10.99
270 3.23 32300 60.571 257.951 13 12.4605 25649 13.15
Regression Output:
Constant
Std Err of Y Eat
R Squared
No. of Observations
Degrees of Freedom
X Coefficient(s) IA946902
Std Err of Coef. 0.0107694
8.60948104 KS- 5483
0.0130953 b - 1.49
0.99979239
6-
4

PAGE2
COMPUTE SEDIM EN7 ACCUMULATION RATE
S - 0.151 AA0.94
S - 2.10 ACRE-FT/YR
SEDIMENT POOL HEIGHT (Z) - 4.00 FT
STORAGE REQUIRED - 43.546 CU FT
CLEANOUT PERIOD - 6 MONTHS
SEDIMENT POOL ELEVATION - 261.00 FT msl
•......r......u •w??•r?a..r•...r...........r..... r......w..r.......w..u .................................... •
CONFIGURE RISERBARREL
ASSUMPTION: CRITICAL TIME FOR SETTLING PERFORMANCE IS PEAK OUTFLOW TIME
AT TIME ZERO. POND IS FILM TO TOP OF SEDIMENT POOL
EXPECTED OUTFLOW
Qo - EXPECTED OUTFLOW
Qo - Qp - S/TP Qp -INFLOW AFTER DEVELOPMENT
Tp - TIME TO PEAK (MINLTIFS)
S - STORMWATER STORAGE
ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Qs = Cs-ZA(b-1) Qs . ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Cs - SETTI lNG CONSTANT
Cs - (b•Ks•Vo)/(N([I-E)A(-1/N)-1)) E - SETTLING EFFICIENCY. EXPRESSED AS A DECIMAL. FRACTION
E -SETLI3NG EFFICIENC 0.70 N - NUMBER OF EFFECTIVE rFJ -7
SETN = 2 (POOR PERFORMANCE) Vo - SETTLING VELOCITY OF DESIGN PARTICLE
Z - STAGE (FT ABOVE POND INVERT)
Vo-(g/I8)((Ss-1)/v)d^2 MIS v -IUN'EMATLC VISCOSITY
V. 1.14E-06 m^2/sec @ 15 DEG CELSIUS
Ss - 2.6 - SPECIFIC GRAVITY
d = 40 M[CRONS - 4.00E-05 m
Vo- 1.22E-03 m/s
Vo - 4.01E-03 fih
Cs - (b'Ks•Vo)/(N'[(l-E)"(-1/N)-I])
Cs- 19.92198
Qs - 19.92198 ZA 0.49 - SETTLING ENVELOPE
1

PAGE3
PICK Z SUCH THAT Qo IS LESS THAN Qs BUT ALMOST EQUALS IT.
SET UP TRW. AND ERROR TABLE
STAGE STORAGE EST. ALLOWABLE EXPECTED
PROVIDED Q25.24 OUTFLOW OUTFLOW
PEAK FOR (WHEN
STAGE SE TLJNG ROUTED)
Z FT ABOVE S Z Qs QO
IN",IERT OF
POND (CUFT) (FT) (CPS) (CPS)
4.0 0 NA 39.6 90.3
43 8382 NA 41.9 83.7
5.0 17239 NA 44.2 76.7
55 26546 NA 463 69.4
6.0 36281 NA 483 61.7
65 46426 NA 503 53.7
7.0 56965 7.0 52.2 45.4
75 67883 NA 54.0 36.9
8.0 79167 NA 55.7 28.0
85 90806 NA 57A 18.8
9.0 102789 NA 59.1 9.4
95 115106 NA 60.7 -0.3
10.0 127748 NA 62.2 -103
105 140706 NA 63.8 -205
11.0 153974 NA 65.2 -30.9
11.5 167543 NA 66.7 -41.6
12.0 181407 NA 68.1 -525
125 195561 NA 695 -63.7
13.0 209997 NA 70.9 -75.0
135 224710 NA 72.2 -86.6
14.0 239696 NA 735 -98A
145 254948 NA 74.8 -110.4
15.0 270464 NA 76.1 -122.6
155 286237 NA 773 -135.0
16.0 302264 NA 78.5 -147.7
MAX ESTIMATED
25YR,24HR STAGE 7 FEET
_ 264.0 A MSL
FOR THE GIVEN HEAD, CHOOSE BARREL DIAMETER SUCH THAT OUTFLOW
IS LESS THAN OR EQUAL TO THE PREDEVELOPED DISCHARGE (Qa).
USE ORIFICE EQUATION W/ Cd - 059
Q - Cd•A•(SQRT(2`8'Z)) h - Z
CHOSEN OUTFLOW
HEAD BARREL BARREL OUTFLOW BARREL EXPECTED
H DIAMETER DIAMETER Q DIAMETER
(F'I) (1N) (FT) (CPS) (IRS (CFS)
7 12 1.00 95 NA 0.00
7 15 1.25 14.7 15.00 14.68
7 18 150 20.9 I8.00 20.93
7 24 2.00 36A NA 0.00
7 30 250 55.8 NA 0.00
7 36 3.00 78.5 NA 0.00
7 42 3,50 104.4 NA 0.00
7 48 4.00 133.1 NA 0.00
7 54 430 164.2 NA 0.00
7 60 5.00 1973 NA 0.00
7 66 550 232.0 NA 0.00
ESTIMATED BARREL DIAMETER- 18 INCHES

I PACE4

r
r
r
r
i
11
SET CREST OF RISER
- ALLOW SLMCIENT HEAD TO PASS EXPECTED OUTFLOW
RISER ACTS AS WEIR
Q - CWL14A3/2 Cw - 3.33
EXPECTED OUTFLOW - 20.9 CFS
HEAD TO
RISER RISER MAX HEAD RISER PASS
DIAMETER DIAMETER (WEIR) DIAM. DES. FLOW
(IN) (Fr) (FT) (IN.) (FT)
12 1.0 0.36 0.00 1.59
15 13 0.44 0.00 1.37
24 2.0 0.71 0.00 1.00
-36 3.0 1.07 36.00 0.76
42 3.5 1.24 0.00 0.69
48 4.0 1.42 0.00 0.63
54 4.5 1.60 0.00 0.58
60 S.0 1.78 0.00 0.54
66 5.5 1.95 0.00 0.51
72 6.0 2.13 0.00 0.48
SET CREST @ ELEV. - (MAX STAGE FOR 25yr-24 hr STORM)-(IIFAD REQUIRED FOR RISER TO PASS DESIGN FLOW)
ESTIMATED DIAMETER OF RISER - 36 IN RISER
CORRESPONDING HEAD - 0.76 FT
ESTIMATED CREST ELEV. - 263.24 FT AMSL
Z - 264.00 Fr -- EXPECT POND TO BE THIS DEEP IN 25-YR STORM WITH NO ACCUMULATION OF SEDIMENT

PAGE 5
JOB NAME NORTH WAKE SANITARY LANDFILL POND #2
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
QP . 90 efs
Tp - 21 min
dr - 2 min
BASIN DATA PARTICLE DATA
Ks - 5483
b- 1.49 Diameter 40 microns
7.o - 257 ft. Specific Gravity 2.6 Ibs/lbs
Max silt depth - 4 ft Settling Velocity 4.01 E•03 ft/sm
Reynolds No. 0.03353
Dr- 42 in.
Cw - 333 EFFICIENCY DATA
Z.cr - 26330 ft.
Desired Efficiency 70 %
Db - 24 in. No. of Effec. Cells 2
Cd - 059 Cs 19.922
Z - 257 fr_
NORMAL SURFACE A 0.47 ac.
A Outflow - 40.28 cis
Pk Stage - 26533 ft
Time
(assn.) Inflow
(efs) Storage
(cu ft) Stage
(ft) Outflow
(cfs) W Riser
(cfs) O Riser
(cfs) Baml
lets) Surf Area
lsg ft) Set Env
(cfs) Set Eff
(%)
0 0 435E+04 261.00 0.0 0.0 0.0 25.8 16272 40 #DIV/Dl
2 2 435E+04 261.00 0.0 0.0 0.0 25.8 16272 40 #DIV/D1
4 8 438E+84 261.01 0.0 0.0 0.0 25.8 16301 40 #DiV/01
6 17 4.47E+04 261.07 0.0 0.0 0.0 26.1 16414 40 #DIV/Dl
8 28 4.67E+04 261.19 0.0 0.0 0.0 26.6 16655 40 #DIV/Dl
10 41 5.01E+04 26139 0.0 0.0 0.0 27.4 17045 41 #DIV/01
12 55 551E+04 261.68 0.0 0.0 0.0 285 17585 43 #DrVMI
14 67 6.16E+04 262.04 0.0 0.0 0.0 29.9 18251 44 #DrV/01
16 78 6.96E+04 262.48 0.0 0.0 0.0 315 19008 46 #DIV/Dl
is 85 7.90E+04 262.96 0.0 0.0 0.0 33.1 19814 48 #DIV/01
20 90 8.92E+04 263.46 0.0 0.0 0.0 34.8 20631 50 *DIVA
22 90 1.00E+05 263.97 11.9 11.9 31A 36A 21423 52 95.3%
24 86 1.09E+05 264AI 313 313 43.3 37.6 22068 54 82.9%
26 79 1.16E405 264.70 385 47.8 49.9 385 22501 55 78.8%
28 70 1.27E+05 264.92 39.1 61.2 54.2 39.1 22810 55 78.8%
30 62 1.25E+05 265.08 39.6 72.1 57.3 39.6 23041 56 78.7%
32 55 1.27E+05 265.20 39.9 80.2 593 39.9 23205 56 78.7%
34 49 1.29E405 265.27 40.1 85.8 60.7 40.1 23313 57 78.7%
36 43 130E+85 26532 40.2 89.0 61A 40.2 23374 57 78.7%
38 38 130E+05 26533 403 90.0 61.7 403 23393 57 78.7%
40 34 130E+05 26532 40.2 89.1 615 40.2 23377 57 78.7%
42 30 1.29E+05 265.29 40.2 86.6 60.9 40.2 23330 57 78.7%
44 26 1.28E+05 265.23 40.0 82.8 60.0 40.0 23255 57 78.7%
46 23 116E+05 265.16 39.8 77.7 58.7 39.8 23155 56 78.7%
48 21 1.24E+05 265.08 39.6 71.8 57.2 39.6 .23034 56 78.7%
50 18 1.22E+05 264.98 393 65.1 55A 393 22894 56 78.8%
52 16 1.20E+05 264.87 39.0 57.9 53.2 39.0 22736 55 78.8%
54 14 1.17E+05 264.74 38.6 50A 50.8 38.6 22562 55 78.8%
56 13 1.14E+05 264.61 383 42.7 48.1 383 22373 54 78.8%
58 11 1.11E+05 264.48 35.0 35.0 45.0 37.9 22171 54 80.6%
60 10 1.08E+05 26435 28.2 28.2 41.9 375 21980 53 84.8%
62 9 1.06E+05 264.25 233 233 393 37.2 21830 53 87.9%
64 8 1.04E+05 264.16 19.7 19.7 37.1 36.9 21710 53 90.3%
66 7 1.03E+85 264.10 16.8 16.8 35.2 36.7 21610 53 92.296
68 6 1.01E+05 264.04 145 145 33.6 36.6 21526 52 93.7%
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JOB NAME •• NORTH WAKE SANITARY LANDFILL POND M2 2/3193
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA . 18 ACRES WATERSHED AREA . 23 ACRES
HYDRAULIC LENGTH - 1.840 FT HYDRAULIC LENGTH - 4.200 FT
CHANGE II: HEIGHT - so FT CHANGE IN HEIGHT - 199 FT
RUNOFF COEF. C - 0.25 RUNOFF COEF. C - 0.65
TASE OF CONC. - 833 mim TD4E OF CONC.. 1558 min
INTENSITY - 7.39 irAr WIENSITY - 7.15 in/hr
(25yr.24hr) (100yr.24hr)
Qs - 33 CFS Qp (I00yr. 24 hr) - 107 CFS
Qa - PREDEVELOPED PEAT: DISCHARGE
.............................................. QP - POST DEVELOPED PEAK DISC
.............. HARGE

COMPUTE DEPTH OF RUNOFF ........... ....... ...........:.......................
P. 5.75 INCHES 100yr.6hrPRECIP .
CN- 72
S - (I000/CN)-10
S- 3.89
Q'- (P-o S,)A2J(P.o.8S)
Q' - 2.79 IN --100yr. 6hr RUNOFF DEPTH
Tp - VOIJ(1.39•Qp)
VOL - (Q•)•A
Tp - 26 MINUTES

JOB NAME NORTH RAKE SANfTARY LANDFILL POND #2
CHAINSAW METHOD POR
RISER BARREL ROUTING
STORM DATA
QP • 107 cis
Tp • 26 min.
dT. 3 min.
BASW DATA PARTICLE DATA
Ks . 5483
b. 1.49 Diameter 40 microns
Zo. 257 It. Specific Gravity 2.6 lbs/lbs
Max silt depth. 4 ft. Sealing Velocity 4.01E-03 ft/sm
Reynolds No. 0.03353
Dr- 42 in,
Cw. 333 EFFICIENCY DATA
Zer. 26350 ft.
DesiredEffieiency 70 %
Db . 24 im No. of Effcc. Cells 2
Cd . 0.59 Ca 19.922
ti.. 257 ft.
NORMAL SURFACE A 0.47 as Emergency Spillway Q . Cw'L•HA15
A Outflow . 67.97 cfs L • 10 fL Crest Elev. • 265 33
Pk Stage 266.22 fL Cw. 3.0 .
Top of Dam Elev. . 270.0
Maximum Depth • 1.0 ft.
Time
(min
) lnflow
[e(s) storage
[cu ft) Stage
f Outflow W Riser O Riser Barrel Enter. Spi11. Surf Arcs Set Env SetEff
. [
t) lefs) lets) left) [cfs
)
leis)
lsq ft)
left)
(%)
0
3 0 435E+04 261.00 0.0 0.0 0.0 25.8 0.0 16272 40 #DIV/D!

6 3 4.35E+04 261.00 0.0 0.0 D.C 25.8 0.0 16272 40 #DIV/D!

9 13
28 4.42E+04 261.04 0.0 0.0 0.0 25.9 0.0 16348 40 #DIV/O!

12
47 4.66E+04
5
17E+04 261.18
261AS 0.0
0
0 0.0 0.0 265 0.0 16636 40 #DIV/D!

15
66 .
6.00E+04
261.96 .
0.0 0.0
0
0 0.0
0
0 27.8
29
6 0.0
0
0 17218 42 #DIV/D!

18
83
7.19E+04
26259
0.0 .
0.0 .
0.0 .
31.9 .
0
0 18096
19206 44
47 #DIV/DI

21
97
8.68E+04
26335
0.0
0.0
0.0
34A .
0.0
20448
50 #DJVID!
#DIV/D!
24 105 1.04E+05 264.18 20.1 20.1 37A 37.0 0.0 21726 53 90
0%
27 107 1.20E+05 264.86 39.0 57.7 532 39.0 0.0 22732 55 .
78
8%
30 101 132E+05 26539 40.9 942 62.6 40A 0.4 23473 57 .
75
4%
33 9D 1.43E+05 265.85 52.8 130.4 69.8 41.7 11.1 24096 59 .
728%
36
39 77
67 1.49E+05
152E+05 266.12
266
22 635 154.0 73.7 42.4 21.1 24464 59 69217.

42
S7
152E+05 .
26621 65.0
675 163.0
162
2 752
75
0 42.7 253 24599 60 66.4%

45
49
150E+05
266.14
643 .
155.6 .
74.0 42.6
42.4 24.9
8
21 24586
24488 60
60 66.6%

48
43
1.47E+05
266.03
59.7
146.0
725
422 .
17.6
24343
59 67.9%
69
7%
51
54 37
32 1.44E+05 265.90 54.8 1352 70.6 41.8 13.0 24173 59 .
71.8%

57
27 1.41E+05
1.37E+-05 265.77
265
63 50.1
46
0 123.9 68.6 415 E.7 23991 5E 74.0%

60
23
134E+05 .
265.49 .
425 112.7
101
6 665
642 41.1
40
7 4.9 23801 SS 76.0%

63
20
1.31E+05
265.34
403 .
90.6
61.8 .
403 1.8
0
0 23606
23404 57
57 77.6%

66
17
127E+0S
265.18
39.9
793
59.1
39.9 .
0.0
23187
56 78.7%
78
7%
69
72 15
13 1.23E+05 265.01 39A 673 56.0 39A 0.0 22940 56 .
78.7%

75
11 1.1 9E+05
1.74E+05 264.82
264
61 38.E
3E2 54.8
4 523 38.8 0.0 22666 55 78.8%

78
10
1.09E+05 .
264.39
305 2A
305 48.0
43
0 38.2
37
6 0.0 22367 54 78.8%

81
8
1.05E+05
264.22
22.1
22.1 .
38.6 .
37.1 0.0
0
0 22045
21790 54
53 83.4%

84
7
1.03E+05
264.10
17.0
17.0
35.4
36.7 .
0.0
21618
53 88.796
92
)%
87
90 6
5 1.01E+05 264.02 13.6 13.6 32.9 365 0.0 21493 52 .
94
2%
9.96E+0o 263.96 11.2 112 30.8 363 0.0 21398 52 .
95.7%
Co
' SEDIMENT POND W2
EMERGENCY SPILLWAY
THE EMERGENCY SPILLWAY IS DESIGNED TO CARRY THE 100yr-24hr
STORM MINUS WHAT THE PRINCIPAL SPILLWAY CARRIES.
EMERGENCY SPILLWAY INVERT (FT.) = 265.3
MAX. DEPTH OF EMERGENCY SPILLWAY(FT.) 1.0
WIDTH OF EMERGENCY SPILLWAY (FT.) = 10.0
I MAX. FLOW (Q) = 25.3 CFS Cw = 3.0 -BROADCRESTED WEIR
Q = Cw*L*H^(32)
L = Q/(Cw*H^(3/2)) L= 8.4333
USE LENGTH = 10.0 FT
CALCULATE TOP OF DAM:
NOTE: A MII,,TINIUM OF 12" OF FREEBOARD WILL BE BETWEEN THE DEPTH OF FLOW
OVER THE EMERGENCY SPILLWAY AND THE TOP OF THE DAM.
MINIMUM TOP OF DAM = 270.0 FT
DESIGN ANTI-FLOATATION BLOCKS
NOTE: CONCRETE BLOCKS IS SIZED SUCH AS TO WEIGH 1.1 TIMES
THE WEIGHT OF WATER DISPLACED BY THE RISER.
DIAMETER OF RISER = 42.0 INCHES
HEIGHT OF RISER = 6.5 FT
VOLUME OF RISER (FT.) = (h*Pi*dn2)/4 = 62.5 CUBIC FEET
EQUIVALENT POUNDS OF WATER = 3902 POUNDS
VOLUME OF CONCRETE REQUIRED = 1.20 CUBIC YARDS
DEW
ATERING HOLES
NOTE: THE BOTTOM HALF OF THE RISER SHALL BE PERFORATED WITH
0.5 INCH HOLES WITH A SPACING OF APPROXIMATELY 3 INCHES
IN EACH OUTSIDE VALLEY. THE PERFORATED SECTION SHALL
BE COVERED WITH A 2 FOOT THICK BLANKET OF 0.5 INCH TO
0.75 INCH GRAVEL OR PREFERABLY NCDOT STANDARD #57 OR
#5 WASHED STONE.
1
SEDIMENT POND #2
BARREL
SIZE = 24 INCHES
INVERT IN = 257.0 FT (ELEV.)
SLOPE = 0.015 %
LENGTH= 100.0 FT
INVERT OUT = 255.5 FT (ELEV.)
ANTI SEEP COLLAR
NOTE: ANTI SEEP COLLARS WILL BE PLACED NO CLOSER THAN 2 FEET FROM
A PIPE JOINT. THE COLLAR WILL PROJECT A MINIMUM OF 1.5 FEET
FROM THE PIPE AND SHALL BE CONSTRUCTED WITH WATER TIGHT
CONNECTIONS.
ANTI SEEP COLLAR SIZE = 5.0'x 5.0'
RIP-RAP APRON FOR OUTLET FOR THE 25yr-24hr STORM
Q= 40.3 CFS
PIPE DIAMETER = 24 INCH
LENGTH OF APRON = 22.0 FT -- (FROM FIGURE IN NC SEDIMENT & EROSION
d50 = 9 INCH CONTROL MANUAL)
dmax = 15 INCH
DEPTH OF RIP-RAP = 1.5*dmax = 1.88 FT
UPSTREAM WIDTH = 3*DIA. = 6.00 FT
DOWNSTREAM WIDTH = 24.00 FT
TRASH GUARD DIAMETER
SIZE = 54 INCH
State of North Carolina
Department of Environment, Health, and Natural Resources
Raleigh Regional Office
James G. Martin, Governor Edmond John Maguire
William W. Cobey, Jr., Secretary Regional Manager
DIVISION OF LAND RESOURCES
November 17, 1992
Wake County
Po Box 550
Raleigh, NC 27602
ATTN: Richard Y. Stevens
RE: Letter of Approval
Project Name: North Wake Landfill Borrow
Location: Wake County (Raleigh)
Submitted by: CDM
Date Received: 11-12-92
Date Processing Initiated: 11-12-92
New Submittal (X) Revised ( )
Dear Mr. Stevens:
This office has reviewed the subject Erosion and Sedimentation Control
Plan. We find the plan to be acceptable and hereby issue this letter of
approval. If any modifications, performance reservations, or recommendations
are applicable, a list is enclosed and is incorporated as a part of this
' letter of approval. If any modifications are not incorporated into the plan
and implemented in the field, the site will be in violation of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute,
hereinafter NCGS, 113A-61.1).
The land-disturbing activity described in the plan for this site may be
subject to the approval of other Local, State or Federal agencies. This'eould
include the Division of Environmental Management under stormwater or other
water quality regulations, the U.S. Army Corps of Engineers under Article 404
jurisdiction; county, city or town agencies under other local ordinances, or
' other approvals that may be required. The approval issued in this letter
cannot supersede any other required permit or approval.
Since this project will disturb five or more acres, one such required
approval relates to the stormwater that will discharge from your project.
This runoff must be permitted pursuant to the National Pollutant Discharge
Elimination System (NPDES) administered in North Carolina by the Division of
Environmental Management, hereinafter DEM. Attached is a Notice of Intent
form, hereinafter NOI, for requesting coverage under the General Permit issued
by DEM for the discharge of stormwater from construction activities. Prior to
beginning construction activity on this project, the completed NOI form with
the required fee and signatures must be submitted to DEM at the address shown
on the form.
' 3800 Barrett Drive. Suite 101 • Raleigh, N.C. 27609
Telephone [phone] • FAX Number (919) 571•4718
' An Equal Opportunity Affirmative Action Employer
10.
Mr. Stevens
November 17, 1992
Page 2
Please be advised that Tit1Q 15A, North Carolina Administrative Code,
48.0018(a) requires that a copy of the approved plan be on file at the job
site. Also, please consider this letter as notice in accordance with the
requirements of NCGS 113A-61.1 concerning our right to perform periodic
inspections to ensure compliance with the approved plan.
North Carolina's sedimentation pollution control program is performance
oriented, requiring protection of the natural resources and adjoining
properties. If at any time during this project it is determined that the
Erosion and Sedimentation Control Plan is inadequate to meet the requirements
of the Sedimentation Pollution Control Act of 1973 (NCGS 113A-51 through 66),
this office may require revisions in the plan and its implementation to ensure
compliance with the Act.
Please note that this approval is based in part on the accuracy of the
information provided concerning financial responsibility. You are requested
to file an amended Financial Responsibility Form if any changes become
necessary. In addition, it would be helpful if you would notify this office
of the proposed starting''date for the activity at the subject site.
Your cooperation is appreciated and we look forward to working with you
on this project. If there are any questions, please do not hesitate to
contact this office.
Sincerely,
ti
Tim Holland
Assistant Regional Engineer
Land Quality Section
Raleigh Regional Office
TH/gb

cc: :Joseph Wiseman, Jr., P.E.
Division of Solid Waste Management
1

WAKE COUNTY
NORTH CAROLINA
NORTH WAKE SANITARY LANDFILL
CLEARING, GRUBBING, AND
CONSTRUCTION OF
SEDIMENTATION PONDS NO. 19 2, and 3
SEDIMENTATION & EROSION CONTROL PLAN
September 1993
CAMP DRESSER & McKEE
Raleigh, North Carolina

CDM
environmental engineers, scientists,
planners, & management consultants
September 7, 1993

Mr. John Holley
Land Quality Section
North Carolina Department of Environment,
Health, and Natural Resources
3800 Barrett Drive
Raleigh, N.C. 27611
CAMP DRESSER & McKEE
Carolina Corporate Centre
5400 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
919 787-5620, Fax: [phone]
-, Re: Re-Submittal of Erosion and Sediment Control Plan for Wake County's North
Wake Sanitary Landfill Clearing Grubbing and Construction of Sedimentation
t
Ponds NO. 1, 2, & 3
Dear Mr. Holley:
Please find enclosed a permit application for the clearing and grubbing project at
Wake County's North Wake Sanitary Landfill. Two sets of erosion control plans, and
a check for $60 to cover 3 additional disturbed acres is included as part of the permit
application. CDM is re-submitting this application to include the drainage area in the
center of the North Wake Site. As part of the re-submittal, 1 sediment basin has been
added, 5 temporary drainage ditches have been removed (TDB, TD9, TD10, TD11, &
TD12), and 3 temporary rock check dams have been removed (CD3, CD4, & CD5).
The drainage swale in the center of the site is proposed to be used as an additional
stockpile area for the vertical expansion of the current disposal area. A small spring is
located in the drainage swale (flow of less the l cf/min. as measured by a v-notch
weir) and a french drain has been designed to capture and convey any water which
should continue to flow from the spring.
If you have any questions or need additional information, please do not hesitate to call
me at 787-5620.
?l
Sincerely,
CAMP DRESSER & McKEE
Mark N. Hargrove
Enclosure
¦ cc: Phil Carter
Wayne Woodlief
Printed on recycled paper

CDM CAMP DRESSER & McKEE
environmental engineers, scientists, Carolina Corporate Centre
planners, 6 management Consultants 5400 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
' 919 787-5620, Fax: [phone]
September 7, 1993

Mr. William D. Sessoms, P.E.
Solid Waste Section
¦ Division of Solid Waste Management
North Carolina Department of Environment,
Health, and Natural Resources
Post Office Box 27687
Raleigh, North Carolina 27611-7687
¦ Re: Document #3, Amendment No. 1,Vertical Expansion of The North Wake
Sanitary Landfill
Dear Mr. Sessoms:
Enclosed are 5 copies of Amendment No. 1 to the North Wake Vertical Expansion
Application. It is the County's intention with this Amendment to stockpile daily and
finai cover in the drainage feature in the center of the site. Concurrent with this
submittal, we are submitting the plans to DEHNR: Land Quality Section for an erosion
and sediment control permit. We will forward the wetlands permit when received. As
we agreed, a revised groundwater monitoring plan will be submitted no later than
¦ October 29, 1993. Any questions or comments, please call me or Mark Hargrove.
I Sincerely,
¦ CAMP DRESSER & McKEE
?r W
Uz?seph F. Wiseman, Jr. P.
Enclosure
cc:
1
i
Phil Carter
Wayne Woodlief
eeNeeetti?et?s! r
ad ? ^ s \
d ;a ?
15g9g e
s
r!`^??r drrVeSE? e?`,
g - -7-Y3
Printed on recycled paper
TABLE OF CONTENTS
1.0 Sedimentation and Erosion Control Plan for Three Sediment Basins at the North Wake
Sanitary Landfill
1.1 Project Background
1.2 Basic Objectives
1.3 Primary Features
1.4 Sedimentation and Erosion Control Measures for Three Sediment Basins at the
North Wake Sanitary Landfill
1.4.1 Sediment Basin Calculations
2.0 Sedimentation and Erosion Control Plan for Clearing, Grubbing, and Construction of
Sedimentation Ponds No. 1, 2, & 3
2.1 Project Description
2.2 Temporary Drainage Ditches
2.3 Temporary Sediment Traps/Check Dams
2.4 Silt Fence
3.0 Maintenance Plan
4.0 Vegetation Plan
5.0 Construction Specifications
6.0 Financial Responsibility/Ownership Form_
Appendix A Sediment Basin Calculations
Appendix B Borrow Plan Approval Letter

1.0 SEDIMENTATION AND EROSION CONTROL PLAN FOR THREE
SEDIMENT BASINS AT THE NORTH WAKE SANITARY LANDFILL
1.1 PROJECT BACKGROUND

The North Wake Landfill is located off Durant Road (S.R. 2006) between U.S. Highway 1 and
Falls of the Neuse Road. The 220 acre site was originally pemutted in October 1984 and issued
Permit No. 92-09 by the North Carolina Solid Waste Section. Operations, which began in
December, 1986, have been contracted to the City of Raleigh since the opening of the site.
The North Wake Landfill site is comprised of three solid waste disposal areas as shown on Sheet
C-1 of the Construction Plan Application Drawings entitled "Redesign of the North Wake
Landfill" dated February 1993:
• the Existing Fill Area
• Phase I and H of the proposed lined landfill
• the Existing Borrow Area/Future CR.D Area.
All three of these areas are currently permitted to receive solid waste under the existing permit.
To date, filling operations have been confined to the Existing Fill Area, a 36-acre unlined area
in the northern portion of the site. Wake County has submitted an application to vertically
expand this area.
Phases I and II, shown in the central portion of the site, are the areas that have been redesigned
in compliance with Subtitle D in the Construction Plan Application. Once the vertical expansion
of the existing fill area is completed and Phase I is constructed, operations will move into Phase
I. Phase I represents five years of landfilling capacity and is the area that will be permitted at
this time. When the initial five year pen-nit approaches expiration, Wake County will be
submitting a Construction Plan Application for Phase II. The design of Phase H is shown on the
1-1
drawings to show the anticipated build-out of the site. Wake County has decided not to use the
Existing Borrow Area/Future C&D Area for sanitarywaste disposal. The County expects to be
submitting an application shortly to have this area re-permitted to receive construction/demolition
waste.
Phase I of this project has been designed in accordance with the North Carolina Solid Waste
Management Rules (15A NCAC 13B) and the Subtitle D regulations (40 CFR Part 258). Wake
County increased the property line buffer from 50 feet under the existing permit to 300 feet in
accordance with existing Solid Waste Section guidelines. A supplementary hydrogeological
investigation was conducted prior to commencing design work to better characterize the depth
and. direction of ground water flow as well as to evaluate on-site soils for use in a composite
lining system.
At the outset of the existing project, a review of the permitted plans for the facility indicated that
a considerable amount of additional disposal capacity could be achieved by filling in a drainage
swale which flows intermittently through the center of the site. This re-submittal covers the
filling of the drainage Swale through the center of the site. Alternative conceptual designs which
filled over the intermittent Swale and avoided it were prepared. Volume estimates made from
the two designs showed that the capacity of Phase I and H could be almost doubled if the
intermittent swale was filled. The Construction Plan Drawings show Phase I and H being
constructed over the swale and a proposed spring relief system. The swale is proposed to be
filled during the construction of Phase H. A wetlands delineation was completed around and
within the Phase I and H area. The wetland acreage impacted by filling of the swale is less than
0.3 acres.
The Construction Plan Application for a Permit to Construct Phase I, the first five year area, was
submitted to-the North Carolina Solid Waste Section in February 1993. The sections that follow
present the Sedimentation and Erosion Control Plan for Phase I that was included in the
Construction Plan Application. Wake County intends to construct Phase I in two or possibly
three "phases" depending upon the amount of waste received at the site. When a Permit to
1-2
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Construct Phase H is desired, a separate Construction Plan Application will be submitted at that
time.
1.2 BASIC OBJECTIVES
The objectives of the erosion and sedimentation control plan are:
1. Identify critical on and off-site areas subject to severe erosion as
a result of the land disturbing activity.
2. Minimize the size and time the disturbed area is exposed.
3. Control surface water runoff originating upstream of the disturbed
area in order to prevent erosion on-site and subsequent off-site
sedimentation.
4. Prevent accelerated erosion damage of downstream watercourses
resulting from increased volumes and velocities by properly
managing storm water runoff.
1.3 PRIMARY FEATURES
The primary features of the erosion and sediment control plan for the North Wake lined landfill
consist of:
1. Diverting storm water run-on.
2. Collection and transport of runoff from active and inactive areas of
the landfill.
1-3
3. Minimizing the amount of disturbed area.
4. Utilization of sedimentation basins for solids removal.
Runoff generated upstream of the landfill site will be diverted around the landfill. Daily and
intermediate cover will be graded so that runoff generated on-site is diverted to temporary and
permanent drainage ditches and structures. Erosion of daily and intermediate cover during storm
events is unavoidable, but minimizing the area and duration of exposure at the site will reduce
erosion and sedimentation control device requirements. Final cover will be placed as soon as
practicable. The vegetative growth will serve to stabilize the soils and further reduce erosion.
Stormwater runoff collected on-site will be transported to sedimentation basins via permanent and
temporary ditches and structures. The ditches will be lined with erosion resistant materials. The
sedimentation basins will not only serve as solids removing structures, but also will attenuate
peak flows during storm events and thus minimize impacts on downstream water courses.
All drainage facilities and erosion and sediment control measures were designed in accordance
with the Sedimentation Pollution Control Act, North Carolina Administrative Code Title 15,
Department of Natural Resources and Community Development, Chapter 4, Sedimentation
Control.
1.4 SEDIMENTATION AND EROSION CONTROL MEASURES FOR THREE SEDIMENT
BASINS AT THE NORTH WAKE SANITARY LANDFILL
The run-on control system was designed to prevent flow onto the active portion of the landfill
during peak discharge of the 24-hour, 25-year storm. The run-off control system from the active
portion of the landfill was designed to collect and control the peak discharge of the water volume
resulting from a 24-hour, 25-year storm.
1-4
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1.4.1 SEDIMENT BASIN CALCULATIONS
There are a total of three sediment basins proposed for the redesign of the North Wake Sanitary
Landfill. All three sediment ponds will be constructed for this project. Each sediment basin was
sized to handle the 25 yr, 24 hr storm and settle out the 40 micron particle at a minimum of
70 percent efficiency. Sediment pond data is provided in Table I -1.
Each sediment basin within the landfill area has been designed to handle estimated design flows
for the 25 yr, 24 hr storm. Worst case conditions were checked for each sediment pond. The
largest flow draining to each sediment basin occurs after the landfill has been fully constructed.
The drainage area may be larger in the undeveloped conditions but the flow is less due to a
lower runoff coefficient. For example, sediment basin #3 has a drainage area of 38 acres before
Phase I is constructed, but after the total landfill is constructed, only 26 acres drain to th'e
sediment basin. The flow before Phase 1 is constructed is 89 cfs, but after the total landfill is
constructed, the flow will be 91 cfs. If a 10 yr, 24 hr storm is used, the flow would only be 69
cfs. A 10 yr, 24 hr storm was used to size the temporary culvert which will be used to convey'
runoff from the area draining through the swale in the center of the site to sediment basin #3.
It was determined that a 36" culvert would be required to convey the stormwater to the sediment
basin. See Sheet-1 for location of the culvert. Calculations for the culvert can be found at the
front of Appendix A.
The sediment basins were designed to work in conditions where four feet of sediment had already
accumulated in the bottom of the ponds. All supporting calculations for riser-barrel
configurations, emergency spillways, and outlet protection are included in Appendix A. The
sediment basins for this project were designed based on guidelines published in the design
manual titled "Elements of Urban Stormwater Design". The procedures were developed by Dr.
H. Rooney Malcom, P.E., of North Carolina State University. These guidelines meet or exceed
current North Carolina Sediment and Erosion Control Manual requirements.
1-5

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2.0 SEDIMENTATION AND EROSION CONTROL PLAN FOR CLEARING,
GRUBBING, AND CONSTRUCTION OF SEDIMENTATION PONDS NO. 1, 2 & 3
2.1 PROJECT DESCRIPTION
In the first phase of the construction of the North Wake Landfill, Wake County plans to bid a
construction project to clear and grub the area within the North Wake Landfill project site limits
and to construct Sedimentation Ponds No. 1, 2, & 3. The scope of work of this construction
project is, shown on Sheet 1 of the Drawings entitled "North Wake Landfill Clearing, Grubbing,
and Construction of Sedimentation Ponds No. 1, 2, & 3". Sheet 2 shows all of the details which
are required for this project. The area to be cleared and grubbed excludes the daily and final
cover material stockpile areas and existing paved and gravel roads. The Sedimentation and
Erosion Control Plan for the Borrow Area Excavation and Stockpiling project was approved by
the Land Quality Section in a letter dated November 17, 1992. (see Appendix B) Additional
temporary sedimentation and erosion control measures to be implemented for this construction
project include temporary drainage ditches and check dams as discussed below.
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2.2 TEMPORARY DRAINAGE DITCHES
The drainage ditch calculations used the Manning's Equation to calculate ditch flow
characteristics for the 2 year, 24-hour storm (rainfall intensity factor, I=5 in/hr). A "C-value" of
0.25 for rough, bare packed soil was assumed for the drainage areas. The ditches were limited
to a bottom width of 3 feet with 2:1 side slopes. Initially, each section assumed that bare ground
(n=0.022) would be the lining conditions and maximum velocities were checked to see if erosive
velocities were exceeded. If velocities were too high, a straw and net temporary liner (n=0.03)
will be used to help stabilize the channels until grass is established. If velocities were too high
for grass conditions (V>5.0 fps), a riprap lining was selected.
A summary of the drainage areas for each temporary drainage ditch shown on Sheet 1 and the
drainage ditch calculations follow. For this re-submittal, temporary drainage ditches TDB, TD9,
TD10, TD11, and TD12 will be not be required.
2-1
A temporary ditch will be required to handle flow from the filled Swale to sediment basin #3.
A 10 year 24 hour storm was used to size this channel because it may be used longer than two
years. This channel was designed to have a 0.7% slope with a 4 foot bottom width with 2:1 side
slopes. The minimum construction depth for this drainage channel is 3.5 feet. A temporary liner
will be required until grass has been established.
Temporary Drainage
Drainage Area Flow Lining
Ditch No. acres cfs Required
TD 1 1.7 2.13 Temporary Liner
TD2 1.8 2.25 Temporary Liner
TD3 0.6 0.75 ---
TD4 1.6 2.00 Temporary Liner
TD5 0.3 0.38 ---
TD6 1.0 1.25 ---
TD7 0.5 0.63 ---
TD 13 4.6 5.75 Temporary Liner
TD 14 1.5 1.88 Temporary Liner
2-2
1
?I
DITCH SEGMENT TDI
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 2.13 CPS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 10.00%
SIDE M= 2 :1. VELOCITY=
SHEAR STRESS= 4.64 FT/SEC NOTE: USE TEMPORARY LINER
0.87 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zrcq= 0.09065 TOP WIDTH= 3.56 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER -
Q2,24= 2.13 CFS NORMAL DEPTH= 0.16 FT
WIDTH=
SLOPE= 3 FT
10.00% WIDTH=
VELOCITY= 3 FT
4.01 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.00 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.13598 TOP WIDTH= 3.64 FT

INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS --
Q2,24= 2.13 CFS NORMAL DEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 10.00% VELOCITY= 4.01 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 1.00 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zrcq= 0.13598 TOP WIDTH= 3.64 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS

Q2,24= 2.13 CPS NORMAL DEPTH= 0.320 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 10.00% VELOCITY= 1.83 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 2.00 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.43 FT
Zreq= 0.45327 TOP WIDTH= 4.28 FT

2-3

DITCH SEGMENT TD2
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 2.25 CPS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 3.72 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.45 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.80 FT
Zreq= 0.15141 TOP WIDTH= 3.72 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
(2.24= 2.25 CPS NORMAL DEPTH= 0.22 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 2.97 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.55 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.98 FT
Zreq= 0.22712 TOP WIDTH= 3.88 FT
INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS
Q2,24= 2.25 CFS NORMAL DEPTH= 0.22 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 2.97 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.55 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.98 FT
Zreq= 0.22712 TOP WIDTH= 3.88 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS
Q2,24= 2.25 CFS NORMAL DEPTH= 0.420 FT
VR`IDTH= 3 FT WIDTH= 3 FT
SLOPE= 4.00% VELOCITY= 1.40 -FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.05 LB/SF
MANTNING N= 0.1 WETTED PERIMETER= 4.88 FT
Zreq= 0.75707 TOP WIDTH= 4.68 FT
2-4

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DITCH SEGMENT TD3
?- RgPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 0.75 CPS NORMAL DEPTH= 0.12 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10% VELOCITY= 1.93 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.16 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.54 FT
Zrcq= 0.06966 TOP WIDTH= 3.48 FT

INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 0.75 CPS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10% VELOCITY= 1.63 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.18 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.63 FT
Z x"= 0.10449 TOP WIDTH= 3.56 FT
-- INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS - -
Q2,24= 0.75 CFS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.10% VELOCITY= 1.63 FT/SEC VELOCITY OX.
SIDE M= 2 :1 SHEAR STRESS= 0.18 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.63 FT
Zmq= 0.10449 TOP WIDTH= 3.56 FT
INPUT DATA FOR HIGH GRASS
Q2,24= 0.75 CFS
WIDTH= 3 FT
SLOPE= 2.10%
SIDE M= 2 :1
MANNING N= 0.1
Zmq= 0.34828
OUTPUT DATA FOR HIGH GRASS
NORMAL DEPTH= 0.280 FT
WIDTH= 3 FT
VELOCITY= 0.75 FT/SEC
SHEAR STRESS= 0.37 LB/SF
WETTED PERIMETER= 4.25 FT
TOP WIDTH= 4.12 FT
2-5

DITCH SEGMENT TD4

_-= INRTT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 2.00 CFS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50% VELOCITY= 4.36 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M- 2 :1 SHEAR STRESS= 0.66 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zrcq= 0.09829 TOP WIDTH= 3.56 FT

INPUT DATA FOR TEMPORARY LINER - - OUTPUT DATA FOR TEMPORARY LINER
Q2.24=
WIDTH= 2.00 CFS
3 FT NORMAL DEPTH=
WIDTH= 0.18 FT
3 FT
SLOPE= 7.50' VELOCITY= 3.31 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.84 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.14744 TOP WIDTH= 3.72 FT
INPUT DATA FOR LOW GRASS -- OUTPUT DATA FOR LOW GRASS
Q2,24= 2 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50% VELOCITY= 3.31 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.84 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zmq= 0.14744 'TOP WIDTH= 3.72 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS --

Q2,24= 2 CFS NORMAL DEPTH= 0.340 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 7.50' VELOCITY= 1.60 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.59 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.52 FT
Zrcq= 0.49145 TOP WIDTH= 4.36 FT
i
2-6

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DITCH SEGMENT TDS
INPUT DATA FOR BARE GROUND ?? - OUTPUT DATA FOR BARE GROUND
Q2,24= 0.38 CFS NORMAL DEPTH= 0.06 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 2.03 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.27 FT
Zrcq= 0.01786 TOP WIDTH= 3.24 FT

s? INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 0.38 CPS NORMAL DEPTH= 0.06 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20' VELOCITY= 2.03 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.27 FT
Zmq= 0.02679 TOP WIDTH= 3.24 FT
INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS
Q2,24= 0.38 CFS NORMAL DEPTH= 0.06 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 2.03 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.27 FT
Zrcq= 0.02679 TOP WIDTH= 3.24 FT
INPUT DATA FOR HIGH GRASS -- OUTPUT DATA FOR HIGH GRASS
Q2,24= 0.38 CFS NORMAL DEPTH= 0.140 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 8.20% VELOCITY= 0.83 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.72 LB/SF
MANNING N= 0.1 WETTED PERMETER= 3.63 FT
Zreq= 0.0893 TOP WIDTH= 3.56 FT

2-7
DITCH SEGMENT TD6
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q2,24= 1.25 CFS NORMAL DEPTH= 0.14 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 2.72 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.24 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zmq- 0.10054 TOP WIDTH= 3.56 FT
INPUT DATA FOR TEMPORARY LINER -- OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 125 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 2.07 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.15081 TOP WIDTH= 3.72 FT
INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS
Q2,24= 1.25 CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 2.07 FTISEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.31 LB/SF
MANNING N= 0.03 WETTED PERMETER= 3.80 FT
Zreq= 0.15081 TOP WIDTH= 3.72 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS
Q2,24= 1..25 CFS NORMAL DEPTH= 0.340 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.80% VELOCITY= 1.00 FT/SEC
SIDE M= 2 :1 SHEAR STRESS- 0.59 LB/SF
MANNING N= 0.1 WETTED PERDMIETER= 4.52 FT
Zmq= 0.5027 TOP WIDTH= 4.36 FT
2-8

DITCH SEGMENT TD7
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND -
Q2,24- 0.63 CPS NORMAL DEPTH= 0.12 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 1.10% VELOCITY= 1.62 FT/SEC TEMPORARY LINER NOT REQUIRED
SIDE M= 2 :1 SHEAR STRESS= 0.08 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.54 FT
Zrcq= 0.08085 TOP WIDTH= 3.48 FT
?-- INPTUT DATA FOR TEMPORARY LINER -- OUTPUT DATA FOR TEMPORARY LINER ?-
Q2.24= 0.63 CFS NORMAL DEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
' SLOPE= 1.10% VELOCITY= 1.19 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.11 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.12127 TOP WIDTH= 3.64 FT

-- INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS --
Q2,24= 0.63 CFS NORMAL DEPTH= 0.16 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 1.10% VELOCITY= 1.19 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.11 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.72 FT
Zreq= 0.12127 TOP WIDTH= 3.64 FT
INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS --
Q2,24-- 0.63 CFS NORMAL DEPTH= 0.300 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE=
SIDE M= 1.10%
2 :1 VELOCITY=
SHEAR STRESS= 0.58 FT/SEC
0.21 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.34 FT
Zrcq= 0.40423 TOP WIDTH= 4.20 FT
1

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1 2-9
DITCH SEGMENT M13
INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND -
Q2,24= 5.75 CFS NORMAL DEPTH= 0.34 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40% VELOCITY= 4.60 Fr/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.51 LMF
MANNII4G N= 0.02 WETTED PERDvvIETM,= 4.52 FT
Z mq= 0.49954 TOP WIDTH= 4.36 FT
INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 5.75 CPS NORMAL DEPTH= 0.42 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40% VELOCITY= 3.57 FT/SEC
SIDE M= 2 :l SHEAR STRESS= 0.63 LB/SF TEMPORARY LINER OX.
MANNING N= 0.03 WETTED PERD.4EETER= 4.88 FT
Z•eq= 0.74932 TOP WIDTH= 4.68 FT
-- INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS --
Q2,24= 5.75 CFS NORMAL DEPTH= 0.42 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40% VELOCITY= 3.57 FT/SEC VELOCITY Ox.
SIDE M= 2 :1 SHEAR STRESS= 0.63 LB/SF
MANNING N= 0.03 WETTED PERA4EETER= 4.88 FT
2rcq= 0.74932 TOP WIDTH= 4.68 FT
-- INPUT DATA FOR HIGH GRASS OUTPUT DATA FOR HIGH GRASS --
Q2,24= 5.75 CFS NORMAL DEPTH= 0.800 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 2.40' VELOCITY= 1.56 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.20 LB/SF
MANNING N= 0.1 WETTED PERRAETER= 6.58 FT
Zreq= 2.49772 TOPWIDTH= 6.20 FT
2-10

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DITCH SEGMENT TD14
- INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND -
Q2,24= 1.88 CPS NORMAL DEPTH= 0.14 FT
WIDTH- 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 4.09 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.44 LB/SF
MANNING N= 0.02 WETTED PERIMETER= 3.63 FT
Zrcq= 0.11316 TOP WIDTH= 3.56 FT

INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 1.88 CPS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 3.11 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.56 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zroq= 0.16974 TOP WIDTH= 3.72 FT
-- INPUT DATA FOR LOW GRASS -- -- OUTPUT DATA FOR LOW GRASS
Q2,24-- 1.88. CFS NORMAL DEPTH= 0.18 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 3.11 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.56 LB/SF
MANNING N= 0.03 WETTED PERIMETER= 3.80 FT
Zreq= 0.16974 TOP WIDTH= 3.72 FT
INPUT DATA FOR HIGH GRASS -- OUTPUT DATA FOR HIGH GRASS --
Q2,24= 1.88 CFS NORMAL DEPTH= 0.360 FT
WIDTH= 3 FT WIDTH= 3 FT
SLOPE= 5.00% VELOCITY= 1.40 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.12 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 4.61 FT
Zrcq= 0.56579 TOP WIDTH= 4.44 FT
2-11
DITCH SEGMENT TEMPORARY DITCH TO POND 3
- INPUT DATA FOR BARE GROUND OUTPUT DATA FOR BARE GROUND
Q10,24= 69 CPS NORMAL DEPTH= 1.56 FT
WIDTH= 4 FT WIDTH= 4 FT
SLOPE= 0.70% VELOCITY= 6.21 FT/SEC NOTE: USE TEMPORARY LINER
SIDE M= 2 :1 SHEAR STRESS= 0.68 LB/SF
MANNING N= 0.02 WETTED PERRYIETER= 10.98 FT
Zreq= 11.0997 TOP WIDTH= 10.24 FT
-- INPUT DATA FOR TEMPORARY LINER OUTPUT DATA FOR TEMPORARY LINER
Q2,24= 59.00 CFS NORMAL DEPTH= 1.86 FT
WIDTH= 4 FT WIDTH= 4 FT
SLOPE= 0.70% VELOCITY= 4.11 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 0.81 LB/SF TEMPORARY LINER O.K.
MANNING N= 0.033 WETTED PERIMETER= 12.32 FT
Zreq= 15.6602 TOP WIDTH= 11.44 FT
INPUT DATA FOR LOW GRASS OUTPUT DATA FOR LOW GRASS
Ql 0,24= 69 CFS NORMAL DEPTH= 1.92 FT
WIDTH= 4 FT WIDTH= 4 FT
SLOPE= 0.70% VELOCITY= 4.58 FT/SEC VELOCITY O.K.
SIDE M= 2 :1 SHEAR STRESS= 0.84 LB/SF
MANNING N= 0.03 WETTED P.RRDvIETER= 12.59 FT
Zreq= 16.6496 P WIDTH= 11.68 FT
INPUT DATA FOR HIGH GRASS -- OUTPUT DATA FOR HIGH GRASS --
Q10,24= 69 CFS NORMAL DEPTH= 3.38 FT
WIDTH= 4 FT WIDTH= 4 FT
SLOPE= 0.70% VELOCITY= 1.90 FT/SEC
SIDE M= 2 :1 SHEAR STRESS= 1.48 LB/SF
MANNING N= 0.1 WETTED PERIMETER= 19.12 FT
Zreq= 55.4985 TOP WIDTH= 17.52 FT
2-12

2.3 TEMPORARY SEDIMENT TRAPS/ROCK CHECK DAMS
Five temporary sediment traps shall be constructed at the locations shown on Sheet 1. The
sediment traps were designed in accordance with Standard Specification No. 6.63 of the Erosion
and Sediment Control Planning and Design Manual. The sediment traps are designed to handle
the peak runoff for a 2-year, 24-hour storm. Three of the original eight temporary sediment
traps will not be required for this re-submittal. Sediment traps CD3, CD4, and CDS will not be
required for this project.
Temporary Sediment Trap/Check Dam No. 1 (CD 1)

Drainage Area = 5.3 acres
Trap capacity = 1800 fe/acre x 5.2 acres = 9540 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 9540/(0.4 x 4.0) = 5962.5 fe
L=92ft,W=65 ft
Weir length = 13 feet

Temporary Sediment Trap/Check Dam No. 2 CD2
Drainage Area = 3.8 acres
Trap capacity = 1800 ft3/acre x 3.8 acres = 6840 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 6840/(0.4 x 4.0) = 6840 ft2
L=80,W=53
Weir length = 10 feet
' Temporary Sediment Trap/Check Darn No. 6 (CD6)
Drainage Area = 5.9 acres
Trap capacity = 1800 ft3/acre x 5.9 acres = 10,620 ft3
Excavate so that pool depth is 4A feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 10,620/(0.4 x 4.0) = 6,637.5 ft2
L = 102 ft, W = 65 ft
Weir length = 14 feet

2-13
Temporary Sediment Trap/Check Dam No. 7 (CD7
Drainage Area = 6.5 acres
Trap capacity = 1800 fe/acre x 6.5 acres = 11,700 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 11,700/(0.4 x 4.0) = 7,312.5 fe
L = 105 ft, W = 70 ft
Weir length = 15 feet
Temporary Sediment Trap/Check Dam No. 8 (CD8
Drainage Area = 11.3 acres
Trap capacity = 1800 fe/acre x 11.3 acres = 20,340 ft3
Excavate so that pool depth is 4.0 feet.
Use trapezoidal rule approximation.
Surface Area = volume/(0.4 x pool depth)
Surface Area = 20,340/(0.4 x 4.0) = 12,712.5 fe
L = 140 ft, W = 91 ft
Weir length = 23 feet
2.4 SILT FENCES
Silt fences shall be installed at the locations shown on the Drawing.
2-14
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3.0 MAINTENANCE PLAN
A. All erosion and sediment control practices will be checked for stability and operation
following every runoff-producing rainfall, but in no case less than once every week. Any
needed repairs will be made immediately to maintain all practices as designed.
B. Rock dams will be cleaned out when the level of sediment reaches one-half the design
depth.
C. Sediment will be removed from behind the silt fence when it becomes about 0.5 feet deep
at the fence. The silt fence will be repaired as necessary to maintain a barrier.
D. The sediment basins will be cleaned out when the level of sediment reaches 4 feet as
shown on the silt gauge.
E. All seeded areas will be fertilized, reseeded as necessary, and mulched according to
specifications in the vegetative plan to maintain a vigorous, dense vegetative cover.

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4.0 VEGETATIVE PLAN
Seeding Specifications and Schedules
Temporary Seeding
Temporary seeding shall provide protection for areas that will be left disturbed for longer than
30 days and no more than 1 year, during which time permanent stabilization should be initiated.
Grading shall be completed before preparing seedbeds and all necessary erosion control structures
shall be installed such as dikes, waterways and basins. If soils become compacted during
grading, loosen them to a depth of 6-8 inches, using a ripper, harrow, or a chisel plow.
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydroseeder.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no more than
1/2 inch. Broadcast seed must be covered by raking or chain dragging, and then lightly firmed
with a roller or cultipacker.
. Temporary Seeding
Recommendations for Late Winter and Early Spring
Seeding Mixture Species Rate (lb/acre)
Rye (Grain) 120
Annual Lespedeza (Kobe in 50
Piedmont & Coastal Plain,
Korean in Mountains)
Omit annual lespedeza when duration of temporary cover is not to extend beyond June.
Seeding Dates
Piedmont - January 1 - May 1
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
4-1
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately
following erosion or other damage.
Temporary Seeding
Recommendations for Summer
Seeding Mixture Species Rate (lb/acre)
German Millet 40
In the Piedmont and Mountains, a small-stemmed Sudangrass may be substituted at a rate
of 50 lb/acre.
Seeding Dates
Piedmont - May 1 August 15
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10- fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch
anchoring tool. A disk: with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately
following erosion or other damage.
Temporary Seeding
Recommendations for Fall
Seeding Mixture Species Rate Ob/acre)
Rye (Grain) 120
Seeding Dates
Coastal Plain and Piedmont - August 15 - December 30
4-2

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Soil Amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1,000 lb/acre
10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a 'mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring
tool.
Maintenance
Repair and refertilize damaged areas immediately. Top dress with 50 lb/acre of nitrogen
in March. If it is necessary to extend temporary cover beyond June 15, overseed with 50
lb/acre Kobe (Piedmont and Coastal Plain or Korean (Mountains) lspedeza in late
' February or early March.
Permanent Seeding
Areas to be stabilized with permanent vegetation must be seeded or planted within 30 working
' days or 120 calendar days after final grade is reached, unless temporary stabilization is applied.
Areas designated for permanent seeding shall be grassed as described below:
Seeding Mixture Rate (lb/acre)
' Tall Fescue 60
Sericea Lespedeza 15
' Kobe Lespedeza 10
' Seeding Notes:
1. After August 15, use unscarified sericea seed.
' 2. Where a neat appearance is desired, omit sericea and substitute 40 lb/acre
Bahiagrass or 15 lb/acre Bermudagrass.
3. To extend spring seeding dates into June, add 15 lb/acre hulled Bermudagrass.
However, it is preferable to seed temporary cover and seed fescue in September.
Nurse Plants
Between May 1 and August 15, add 10 lb/acre German millet or 15 lb/acre Sudangrass.
Prior to May 1 or after August 15, add 40 lb/acre rye (grain).
4-3
Seeding Dates
Fall:
Late Winter:
Best
Aug. 15 - Sept. I
March 1 - April 1
Possible
July 25 - Sept. 15
March 1 - May 10
Fall is best for tall fescue and late winter for lespedezas. Overseeding of Kobe lespedeza
over fall-seeded fescue is very effective. Use unhulled Bermudagrass seed in fall.
Soil Amendments
Apply lime and fertilizer according to soil tests, or apply 4,000 lb/acre ground agricultural
limestone and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000-5,000 lb/acre grain straw, or equivalent cover of another suitable mulching
material. Anchor mulch by tacking with asphalt, roving, or netting. Netting is the
preferred anchoring method on steep slopes.
Maintenance
Refertilize in the second year, unless growth is fully adequate. May be mowed once or
twice a year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas
immediately.
Seedbed Preparation (SP)
SP-1 Fill slopes 3:1 or steeper to be seeded with a hydraulic seeder (permanent seedings)
1) Leave the last 4-6 inches of fill loose and uncompacted, allowing rocks, roots,
large clods and other debris to remain on the slope.
2) Roughen slope faces by making grooves 2-3 inches deep, perpendicular to the
slope.
3) • Spread lime evenly over slopes.
SP-2 Fill slopes 3:1 or steeper (temporary seedings)
(1) Leave a loose, uncompacted surface. Remove large clods, rocks, and debris.
(2) Spread lime and fertilizer evenly at the specified rates.
(3) Incorporate amendments by roughening or grooving soil surface on the contour.
4-4
1
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SP-3 High maintenance turf
(1) Remove rocks and debris that could interfere with tillage and the production of
a uniform seedbed.
(2) Apply lime and fertilizer evenly. Incorporate to a depth of 2-4 inches with a farm
disk or chisel plow.
(3) Loosen the subgrade immediately prior to spreading topsoil by disking or
scarifying to a depth of at least 2 inches.
(4) Spread topsoil to a depth of 2-4 inches and cultipack.
(5) Disk or harrow and rake to produce a uniform and well-pulverized surface.
(6) Loosen surface just prior to applying seed.
SP-4 Gentle or flat slopes where topsoil is not used.
(1) Remove rocks and debris.
(2) Apply lime and fertilizer spread evenly and incorporate into the top 6" with a?'-
disk, chisel plow, or rotary tiller.
(3) Break up .large clods and rake into a loose, uniform seedbed.
(4) Rake to loosen surface just prior to applying seed.
Seeding Methods (SM)
SM-1 Fill slopes steeper than 3:1 (permanent seedings)
Use hydraulic seeding equipment to apply seed and fertilizer, a wood fiber mulch at 90
lb/1,000 fe, and mulch tackifier.
SM-2 gentle to flat slopes or temporary seedings
(1) Broadcast seed at the recommended rate with a cyclone seeder, drop spreader, or
cultipacker seeder.
(2) Rake seed into the soil and lightly pack to establish good contact.
4-5

Mulch (MU)
MU-1 Steep slopes (3:1 or greater) '
In mid-summer, late fall or winter, apply 100 lb/1,000 ft2 grain straw, anchor with 0.1 '
gal/yd2 (11 gal/1,000 ft2 asphalt). In spring or early fall use 90 lb/1,000 ft, wood fiber
in a hydroseeder slurry.
MU-2 High-maintenance vegetation and temporary seedings
Apply 90 lb/1,000 fe (4000 lb/acre) grain straw and tack with 0.1 gal/yd2 asphalt (11 ,
gal/1,000 ft2).
MU-3 Grass-lined channels
Install erosion control mat in the channel, extend up the channel banks to the highest
calculated depth of flow, and secure according to .manufacturer's specifications. Install
,
only when specified.
On channel shoulders, apply 100 lb/1,000 fe grain straw and anchor with 0.1 gal/yd2 (I1 ,
gal/1,000 ft2) asphalt.
Maintenance (MA)
MA-1 Refertilize in late winter or early spring the following year. Mow as desired
MA-2 Fertilize with 40 lb/acre (1 lb/1,000 ft2) nitrogen in winter and again the following fall. ,
MA-3 Inspect and repair mulch and lining. Refertilize in late winter of the following year with
150 lb/acre 10-10-10 (3.5 lb/1,000 ft2) nitrogen in March. If cover is needed through the
following summer, overseed with 50 lb/acre.
n

4-6

5.0 CONSTRUCTION SPECIFICATIONS
5.1 SEDIMENT BASIN
A. Clear, grub, and strip topsoil from areas under the embankment to remove trees,
vegetation, roots, and other objectionable material. Stockpile all topsoil or soil
containing organic matter for use on the outer shell of the embankment to
facilitate vegetative establishment.
B. Excavate a cutoff trench a minimum of 2 feet deep and 6 feet wide with 2:1 side
slopes under the total length of the dam at its centerline. Cut the trench to stable
soil material, but in no case make it less than 2 feet deep. Compaction
requirements are the same as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
C. Scarify areas on which fill is to be placed before placing fill. The fill material
must be clean mineral soil, free of roots, woody vegetation, rocks, and other
objectionable material and must contain sufficient moisture so it can be formed
by hand into a ball without crumbling. If water can be squeezed out of the ball;
it is too wet for proper compaction. Place fill material in 6 to 8-inch continuous-
layers over the entire length of the fill area and then compact it. Compaction may
be obtained by routing the construction hauling equipment over the fill so that the
entire surface of each layer is traversed by at least one wheel or tread track of the
heavy equipment, or a compactor may be used. Construct the embankment to an
elevation 10 percent higher than the design height to allow for settling.
D. Securely attach the riser to the barrel or barrel stub to make a watertight structural
connection. Secure all connections between barrel sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious
soil. Do not use pervious material such as sand gravel, or crushed stone as
backfill around the pipe unless it is in the anti seep diaphragm. Place the fill
material around the pipe spillway in 4-inch layers and compact is under and
' around the pipe to at least the same density as the adjacent embankment.
Construct the anti seep diaphragm as the berm is being constructed. Place a
minimum depth of 2 feet of hand-compacted backfill over the pipe spillway before
crossing it with construction equipment. Anchor the riser in place by concrete or
other satisfactory means to prevent flotation. In no case should the pipe conduit
be installed by cutting a trench through the dam after the embankment is
complete.
E. Install the emergency spillway in undisturbed soil.
F
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.
onstruct
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annel inlets to sediment basin.

1 5-1
5.2 CHANNEL CONSTRUCTION
A. Excavate the channel and shape it to an even cross-section as shown in the detail
on the borrow area plan. When staking, indicate a 0.2' overcut around the
channel perimeter for silting and bulking. Riprap-lined channels shall be
excavated sufficiently to allow placement of the riprap in a manner such that the
finished inside dimensions and grade of the riprap meet design specifications.
B. Grade soil away from channel so that surface water may enter freely.
C. For channels specified to be grass-lined, apply lime, fertilizer and seed. to the
channel and adjoining areas in accordance with the vegetation plan.
D. Install erosion control mat 'in the channel, extend up the channel banks to the
highest calculated depth of flow, and secure according to manufacturer's
specifications.
E. Place riprap so that it forms a dense, well-graded mass of stone with a minimum
of voids. Exercise care in riprap placement to avoid damage to filter fabric.
F. On channel shoulders, apply 100 lb/1,000 ft2 grain straw and anchor with 0.1
gal/yd2 (11 gal/1,000 ft2) asphalt.
5.3 RIPRAP APRON
A. Excavate below channel outlet and widen channel to the required riprap thickness
for the apron. Foundation to be cut to zero grade and smoothed.
B. Place filter cloth on bottom and sides of prepared foundation. All joints to
overlap a minimum of 1.0'.
C. Exercise care in riprap placement to avoid damage to filter fabric.
D. Place riprap on zero grade - top of riprap to be level with existing outlet - no
overfall at ends.
E. Riprap to be hard, angular, well graded erosion control stone.
F. Immediately after construction, stabilize all disturbed areas with vegetation as
shown in vegetative plan.
5.4 ROCK DAM
A. Clear the areas under the embankment and strip it of roots and other objectional
material. Clear the reservoir area to facilitate sediment removal.
5-2 1
1
' B. Excavate "a cutoff trench a minimum of 2 feet deep and 2 feet wide with 1:1 side
slopes under the total length of the dam at its centerline. Line the trench with
' extra-strength filter fabric before backfilling with rock. Apply filter fabric under
the rockfill embankment, from the upstream edge of the keyway to the
downstream edge of the apron. Overlap filter material a minimum of 1 foot at all
joints with the upstream strip laid over the downstream strip.
C. Construct the embankment with well-graded rock and gravel to the size and
dimensions shown on the drawings. It is important that rock abutments be at least
2 feet higher than the spillway crest and at least 1 foot higher than the
downstream face of the dam, all the way to the toe, to prevent scour and erosion
at the abutments.
D. Sediment-laden water from the construction site should be diverted into the basin
reservoir at the furthest area from the dam.
E. Construct the rock dam before the basin area is.cleared to minimize sediment
yield-from construction of the basin. Stabilize immediately all areas disturbed
during the construction of the dam except the sediment pool.
F. Safety - Sediment basins should be considered dangerous because they attract:
children.. Steep side slopes should be avoided. Fences with warning signs may
be needed if trespassing is likely. . All state and local requirements must be
followed.
1
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f
FJ
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
.SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land-disturbing activity on one or more contiguous acres as covered by the Act
before this form and an acceptable erosion and sedimentation control plan have been completed and approved
by the Land Duality Section, N.C. Department of Environment, Health, and Natural Resources. (Please type or
print and, if question is not applicable, place N/A in the blank.)
Part A. North Wake Sanitary Landfill, Clearing, Grubbing, and
1. Project Name Construction of Sedimentation Ponds No. 1 & 2
2. Location of land-disturbing activity: County Wake , City
or Township Neuse River and Highway / Street Durant Road
3. Approximate date land-disturbing a, iv';y will be commenced: _ August 1. 199
4. Purpose of development (residential, commercial, industrial, etc.) : Clearing & grubbing for future
construction of lined landfill
b. Total acreage disturbed or uncovered (including off-site borrow and waste areas) : 86
6. Amount of fee enclosed $ $1,730-00
7. Has an erosion and sedimentation control plan been filed ? Yes X No
8. Person to contact should sediment control issues arise during land-disturbing activity.
Name Wayne Woodlief Telephone [phone]
9. Landowner (s) of Record ( Use blank page to list additional owners.):
C
1
u

_Wake County
Name (s)
_P. 0. Box 550 336 Fayetteville Street Mall
Current Mailing Address Current Street Address
Raleigh NC 27602 Raleigh NC 27602
City State Zip City State Zip
10. Recorded in Deed Book No. 3385 Page No. 779
Part B.
1. Person (s) or firms (s) who are financially responsible for this land-disturbing activity (Use the blank page to list
additional persons or firms):
Community Development Services
Wake County Solid Waste Division ,
Name of Person (s)or Firm (s)
P. 0. Box 550
Mailing Address
Raleigh NC 27602
City State Zip
336 Fayetteville Street Mall
Street Address
Raleigh NC 27602
City
State Zip
Telephone [phone] Telephone [phone]

2. (a) If the Financially Responsible Party not,a resident of North Carolina giv
e.name and street address of
a North Carolina Agent.
Richard Y. Stevens
Name
P. 0. Box 550 336 Fayetteville Street Mall
Mailing Address Street Address
Raleigh NC 27602 Raleigh NC 27602
City. State Zip City State Zfp
856-6160 856-6160
Telephone Telephone
(b) If the Financially Responsible Party is a Partnership or other person engaging In business under an
assumed name, attach a copy of the certificate of assumed name. It the Financially Responsible Party Is a
Corporation give name and street address of the Registered Agent.

Name of Registered Agent ,

Mailing Address Street Address
City
State Zip
Telephone
City State Zip
Telephone I
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath. ( This form must be signed by the financially responsible person if an individual or his attorney-in-
fact or if not an individual by an officer, director, partner, or registered agent with authority to execute instru-
ments for the financially responsible person ). I agree to provide corrected Information should there be any
change in the Information provided herein.
Richard Y. Stevens County Manager
Type or prin -m Title or Authority
Signature Date
::.•. ... ..bw.?4w:C-r{„r .. ...........::4...... ?.; •::...;.ii:;:;ry: ii: v <:";?h:vii:::j.vp::r::riilw:ti:::4:?ti:j
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I, V Were coo jcl n 1 n m r'r?? a Notary Public of the County of Q.ke?
State of North Carolina, hereby certify that _ 1 C-'k CL C[ Y. 5'fP_L1k_*Pn5
appeared personally before me this day and being duly sworn acknowledged that the above form was exe-
cured by him.
lilness,.)y hand and notarial seal, this day of
Seal ?Mytcommission expires
x?. uAo
' CAMP DRESSER & MCKEE
CLIENT _ W AIZ E G o ox? ?l JOB NO. COMPUTED BY .-nAlH
PROJECT - AIW4k L'_ C4.E4k n G/? ?? DATE CHECKED DATE 9_3 r 93
DETAIL TEA1 4 GUL?f?T TO 4e 3 CHECKED BY PAGE NO.
y DET£,21yJlNE. d,t'?4?Ni¢GE AREq
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SEDIMENT BASIN CALCULATIONS
There are a total of three sediment basins proposed for the redesign of the North Wake Sanitary
Landfill. However, only two sediment ponds will be constructed for this project. Each sediment
basin was sized to handle the 25 yr, 24 hr storm and settle out the 40 micron particle at a
minimum of 70 percent efficiency. Sediment pond data, is provided in Table 1-1. Each sediment
basin within the landfill area has been designed to handle estimated design flows for the 25 yr,
24 hr storm. The sediment basins were designed to work in conditions where four feet of
sediment had already accumulated in the bottom of the ponds. All supporting calculations for
riser-barrel configurations, emergency spillways, and outlet protection are included in Appendix
A. The sediment basins for this project were designed based on guidelines published in the
design manual titled "Elements of Urban Stormwater Design". The procedures were developed '
by Dr. H. Rooney Malcom, P.E., of North Carolina State University. These guidelines meet or
exceed current North Carolina Sediment and Erosion Control Manual requirements.

F1

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Sediment Pond #1

30B NAME - NORTH WAKE SANITARY LANDFILL POND Ml 2111193
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA - 20 ACRES WATERSHED AREA . 31 ACRES
HYDRAULIC LENGTH - 1.400 FT HYDRALUC LENGTH - 3.450 FT
CHANGE IN HEIGHT - 60 FT CHANGE IN HEIGHT - 219 FT
RUNOFF COEF.'C - 0.25 RUNOFF COEF. 'C - 0.65
TD#M OF CONC. - 6.95 min
-
71ME OF CONC.
17.96
min
INTENSITY - 7.78 inMr INTENSITY - 6.66 in/hr
(25yr.24hr) (25yr.24hr)
PAGE 1
Qa - 39 CPS Qp - 134 CPS
' Qa -PREDEVELOPED PEAT: DISCHARGE
............................................. QP - POST DEVELOPED PEAT: DISCHARGE
...............................................
................................
COMPUTE DEPTH OF RUNOFF
P. 4.62 INCHES 25yr. 6hr PRECIP.
0" 72
S - (1000/CN)-10
S- 3.89
Q' - (P-0.2Sr2J(P+0.8S)
Q• - 1.91 IN-25 yr. 6hr RUNOFF DEPTH
Tp - VOLR139'Qp)

` VOL- (Q•)•A
Al Tp- 19 MINUTES
CALCULATE Ks AND b
SET AVERT OF POND AT ELEV. 243.0 FT
S Z
CONTOUR CONTOUR ACR ACCUM
CONTOUR AREA AREA VOL VOL STAGE InS In2 Zest
(sg ia] (so ft] Icu ft] ICU ft] (ftL ?it]
243 0.00 0 0 0
244 1.16 11.600 5.800 5.800 1 8.6656 0.0000 0.79
246 2.61 26.100 37.700 43500 3 10.6805 1.0986 2.96
2AS 3.01 30.100 56200 99.700 5 113099 1.6094 5.09
250 3.44 34.400 64.500 164200 7 12.0088 1.9459 7.06
252 3.89
254 437 38,900
43.700 73.300
82,600 237,500 9
320.100 11 12,3771
12.6764 2.1972
23979 9.00
10.94
256 4.87 48.700 92,400 412.500 13 12.9300 25649 12.92
Regression Ovspert:
Constant 9.02758915. ? ICs - 8330
Sed Err of Y Est 0.02012975 b- 1.53
R Squarod 0.99952895
No. of Observations 6
Degrees of Freedom 4
X Coefficient(s) 1.5251397
Std Err of CoCL 0.0165545 )

PAGE 2
COMPUTE SEDIMENT ACCUMULATION RATE
S - 0.151 AA0.84
S. 2.70 ACRE-FT/YR
SEDIMENT POOL HEIGHT M- 4.00 FT
STORAGE REQUIRED - 69.001 CU FI
CLEANOLTT PERIOD - 7 MONTHS
SEDIMENT POOL ELEVATION - 247.00 FT msl
CONFIGURE RISERMARREL
ASSUMPTION: CRMCAL TINE FOR SETTLING PERFORMANCE IS PEAK OUTFLOW TIME
AT TIME ZERO, POND IS FILLED TO Top OF SEDIMENT POOL
EXPECTED OUTFLOW
Qo - EXPECTED OUTRDW
Qo Qp - S/Tp QP - INFLOW AFTER DEVELOPMENT
Tp-TIME TO PEAK Oa4 TIES)
S - STORMWATER STORAGE
ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Qs - Qs ZNb-1) Qs - ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Cs - SETTLING CONSTANT
CS - (b•Ks•Vo)/(N([1-E)A(-1/N)-1)) E - SETTLING EFFICIENCY. EXPRESSED AS A DECIMAL FRACTION
E -SETTLING EFFICIENC 0.70 N - NUMBER OF EFFECTIVE Cm -7 S
SET N - 2 (POOR PERFORMANCE) V a - SETTLING VELOCITY OF DESIGN PARTICLE
Z - STAGE (FT ABOVE POND INVERT)
Va.(g/18)[(Ss-I)/v)dA2 MA
v -KINEMATIC VISCOSITY
v . 1.14E-06 mA2/sec @ 15 DEG CELSIUS
Ss. 2.6 - SPECIFIC GRAVITY
d . 40 MICRONS- 4.00E-05 m
Vo- 1.22E-03 n*
Vo- 4.01E-03 N/s
Cs - (b•Ks•Vo)/(N•I(1-E)A(-1/N)-1))
Cs - 30.87969
Qs - 30.87969 ZA 0.53 - SETTLIING ENVELOPE
4
PAGE 3

PICK Z SUCH THAT Qo IS LESS THAN Qs BUT ALMOST EQUALS IT.
SET UP TRIAL AND ERROR TABLE

r

t
1

1
11

STAGE STORAGE EST. ALLOWABLE EXPECTED
PROVIDED Q25.24 OUTFLOW OLTI7.WW
PEAK FOR (WIZEN
STAGE SETTLING ROUTED)
ZFTABOVE S Z Qs Qo
INVERT OF
POND (CUFI) (Fm (CPS) (CPS)
4.0 0 NA 63.9 134.3
4S 13578 NA 68.0 1225
5.0 27973 NA 71.9 110.0
5.5 43146 NA 75.6 96.8
6.0 59061 NA 79.1 83.0
65 75689 65 $15 685
7.0 93002 NA 85.8 535
75 110978 NA 89.0 37.9
8.0 129595 NA 92.0 21.7
85 148833 NA 95.0 5.0
9.0 168675 NA 97.9 -12.2
95 189104 NA 100.7 -30.0
10.0 210106 NA 1035 -48.2
105 231668 NA 106.2 -67.0
11.0 253775 NA 108.8 -86.2
115 276416 NA 1113 -105.8
12.0 299581 NA 113.9 -125.9
125 323258 NA 1163 -1465
.13.0 347438 NA 118.8 -1675
135 372111 NA 121.1 -188.9
14.0 397269 NA 1235 -210.8
145 422903 NA 125.8 -233.1
15.0 449006 NA 128.0 -255.7
155 475569 NA 130.2 -278.8
16.0 502587 NA 132A -3023 .
MAX ESTIMATED
2SYR.24HR STAGE - 65 FEET
- 2495 A MSL
FOR THE GIVE; HEAD, CHOOSE BARREL DIAMETER SUCH THAT OUTFLOW
IS LESS THAN OR EQUAL TO THE PREDEVEIOPED DISCHARGE (Q&).
USE ORIFICE EQUATION W/ Cd - 0S9
Q-Cd•A•(SQRT(2`8`4) b -Z
CHOSEN OUTFLOW
HEAD BARREL BARREL OUTFLOW BARREL EXPECTED
H DIAMETER . DIAMETER Q DIAMETER
(fT) (IN) (FT) (CPS) (IN) (CPS)
65 12 1.00 9.1 NA 0.00
6S 15 115 14.1 NA 0.00
65 18 150 20.1 NA 0.00
6S 24 2.00 34.9 24.00 34.90
65 30 250 533 NA 0.00
6S 36 3.00 74.9 NA 0.00
6.5 42 350 993 NA 0.00
6.5 48 4.00 1263 NA 0.00
65 54 450 1553 NA 0.00
65 60 5.00 186.0 NA 0.00
65 66 550 217.9 NA 0.00
ESTIMATED BARREL DIAMETER - 24 INCHES
11
PAGE 4
SET CREST OF RISER
ALLOW SUMCIE TT HEAD TO PASS EXPECCF-D OUTFLOW
RISER ACTS AS WEIR
Q • CWLHA312 Cw - 3.33
EXPECTED OUTI7.OW • 34.9 CFS
HEAD TO
RISER RISER MAX HEAD RISER PASS
DIANWTFR DIAMETER (WEIR) DIAM. DES. FLAW
w (FT) (Fr) (W.) (FT)
12 1.0 036 0.00 2.23
15 13 0.44 0.00 1.92
24 10 0.71 0.00 1.41
36 3.0 1.07 0.00 1.07
42 35 1.24 42.00 0.97
48 4.0 1.42 0.00 0.89
54 45 1.60 0.00 0.82
60 5.0 1.78 0.00 0.76
66 55 1.95 0.00 0.72
72 6.0 2.13 0.00 0.68
SET CREST @ ELEV.. (MAX STAGE FOR 25yr-24 hr STORM)-(HEAD REQUIRED FOR RISER TO PASS DESIGN FLOW)
ESTIMATED DIAMETER OF RISER CHOSEN - 42 IN RISER
CORRESPONDING HEAD - 0.97 FT
ESTIMATED CREST ELEV. - 24853 FT AMSL
Z - 24950 FT - EXPECT POND TO BE THIS DEEP IN 25-YR STORM ASSUMING NO ACCUMULATION OF SEDIMENT

PAGES
JOB NAME NORTH WAKE SANITARY LANDFIIZ POND 01
CHAINSA W METHOD FOR
RISER BARREL ROUTING
STORM DATA
QI+- 134 cQ
Tp - 19 Mir.
dT - 2 min.
BASIN DATA PARTICLE DATA
- 8330
b
b - 153
Diameter
40 tatierorrc
zo - 243 11 Specific Gravity 2.6 lwbs
Max At depth - 4 h Sewint Velocity 4.01E-03 fusee
Reynolds No.
Dr- 42
•••° Cw- 333 EFFICIENCY DATA
Zcr - 248.20 S
Desired Efficiency, 70 %
Db- 24 is No. orEffec. Calls 2
Cd - 059 Cs 30.8797
ti - 239 ft
NORMAL SURFACE A 0.69 ac,
Pk Outflow - 48.65
Pk State - 250.70 cfs
fL
Time
fadzj Inflow
lcf
) Storatc
8 Start Outflow W Riser O Riser barrel Surf Arm Sa Etrv Sat Eff
s I-
) IN fefs) [efs) lets) Icfs) lsgft) leis) I%)
0
2 0 6.90E+04 247.00 OA OA 0.0 39.4 26309 64 #b1mi
3 6.90E+04 247.00 0.0 0.0 0.0 39A 26309 64 #DIV/01
4
6 13 6.94E+04 247.01 0.0 0.0 0.0 39A 26359 64 #DM01

8 28 7.09E+04 247.07 0.0 0.0 0.0 39.6 26551 65 #Drvpl

10 46
67 7.40E+04
7.94E+04 247.19
24739 0.0
0
0 0.0 0.0 39.9 26956 66 #DIV/Ol

r
12
as
8.71E+04
247.66 .
0.0 0.0
0
0 0.0
0
0 40A 27610 67 #DTV/Dl

13
107
9.72E404
248.01
0.0 .
0.0 .
0.0 41.2
42
1 28508
29607 69
72 41DIV/Dl

15
17
121
131
1.10E+01
1.23E+05
241AI
248.85
3.6
18.8
3.6
18.8
21.1
36.6 .
43.1
44.2
30844
32110
75
78 #DIVIVI
99.7%
94
9%
19 134 136E+05 249.24 385. 385 465 45.2 33232 81 .
86
6%
21
23 131
121 1.47E+05
157E+05 24957 46.0 58.1 533 46.0 34136 83 .
83.9%

25
108
1.65E+05 249.85
250
10 46.7
473 77.0
94
7 5SS 46.7 34902 85 84.0%

27
29
94
83
1.72E+05
1
78E+05 .
250.29
44
250
47.7 .
109.6 62.7
65.8 473
47.7 35550
36056 86
88 94.1%
84.2%
. . 45.1 1215 68.1 45.1 36440 89 84
3%
31
33 73
64 1.82E+05
1
85E+05 25055
250
62 03 1305 69.5 4S3 36721 89 .
84.3%

35
36
56
49 .
1.86E+05
1.57E+05 .
250.67
250.70 46S
45.6
46.6 137.0
141.1
143.1 70.9
71.6
72.0 485
48.6
45
6 36916
37038
37098 90
90
90 84.4%
84.4%
8

38
40
43
38
1.87E+05
250.70
45.7
143.2
72.0 .
45.7
37103
90 4.4%
84.4%

42
33 1.87E+05
1.85E+05 250.68
250
65 48.6
485 141.8 711 4S.6 37061 90 84.4%

44
46
29
26
1.84E+05
1.81E+05 .
250.60
25034
48.4
4S3 139.0
135.0
130
0 713
70.6
69
7 485
46.4
483 36977
36857 90
90 84.4%
84.3%

48
50
23
20
1.79E4.05
25047
48.1 .
124.1 .
68.6
45.1 36704
36522 89
89 94.3%
84
3%

52
17 1.76E+05
1
73E+05 25039
2
5030 47.9 1173 67.4 47.9 36315 88 .
84.3%

54
15 .
1.69E+05 .
250.20 47.7
473 110A
102
9 66.0
645 47.7 36083 88 84.2%

56
13
1 66b.OS
250.10
473 .
95.0
62.8 473
473 35830
35558 87
86 84.2%

S8
59
12
0
1.62E+05
249.99
47.0
863
609
47.0
35268
86 $4.1%
94
1%

61 1
9 138E+05
153E+05 249.87
249
75 46.7 78.6 58.9 46.7 34961 85 .
84.0%

63
8
1A9E+05 .
.
249.63 465
46
2 70.2
61
9 56.8
54A 465 34638 84 94.0%

65
7
1.45E+05
24950 .
45.8 .
53.8
51.9 46.2
45
8 34300
33949 83
83 83.9%

67
69
6
5
1.40E+05
24937
455
45.8
49.2 .
45S
33584
82 83.8%
83
7%

71
S 1.36E+05
132E+05 249.23
4 38.0 38.0 463 45.2 33206 81 .
86.8%

73
4
1.29E+05 2
9.12
249.02 31.9
27
1 31.9
27
1 43.6
4 44.9 32887 80 89.4%

75
4
1.26E+05
248.94 .
23.2 .
23.2 13
39.2 44.7
445 32616
32385 79
79 91.4%

77
3
1.24E+05
248.87
20.0
20.0
373
443
32185
78 93.1%
94.4%
r

c
O
a=
C N
O}
N
Y
Z
d

8
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P
10
W
h
n
10
m
15
C
W
co
Q
co
P
N
P
O
ppr O
Q O g coco O °Q O O
(40) KWHOSia
O
LLJLL
F-
O
O
J
U-
Z
¦
A
1
1
L
f
1
1
1
1
1
1
1
1
C
0
N
Uc
Z =
N
Ci
LL
LL
z?
J ?
W
Q
Z
00
,0
co
h
n
co
LO
N
Q?
co
_c
E
w
co
Cl)
P
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O
O
0 0 0 0 0 0° o 0 0
0 0 0 0 0 0 0 0 0
0 LO 0 to 0 U') 0 U") o
0 0- of co co ,o 10
W A:DN31:D13J3
JOB NAME - NORTH WARE SANITARY LANDFILL POND xl 2/11/93
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA - 20 ACRES WATERSHED AREA - 31 ACRES
HYDRAULIC LENGTH - 1.400 FT HYDRAULIC LENGTH - 3.450 FT
CHANGE IN HEIGHT - 60 FT CHANGE N HEIGHT - 219 FT
RUNOPF COEF. 'C - 0.25 RUNOFF COEF. 'C - 0.65 .
TDdE OF CONC. - 6.95 mini TD-M OF CONC. - 11.96 min.
INTENSITY - 7.78 in/nr INMENSITY - 7.85 inmr
(25yr.24hr) (100yr.24hr)
PAGE 1
Qa - 39 CPS QP(100yr.24hr) - 158 CFS
Qa - PREDEVELOPED PEAK DISCHARGE Qp - POST DEVELOPED PEAT: DISCHARGE
.............................................................................. ....•..............................
COMPUTE DEPTH OF RUNOFF
P- 5.75 INCHES 100yr.6hrPRECIP.
CN- 72
S - (10D0/CN)-10
S- 3.89
Q• - (P-0.2S)112AP,0.8S)
Q'- 279 IN - 100yr. 6hr RUNOFF DEPTH
Tp - VOIJ(139-'Qp)
VOL - (Q7-A
Tp - 24 MINUTES
CALCULATE Fs AND b
SET INVERT OF POND AT ELEV. 243.0 FT
S Z
CONTOUR CONTOUR INCR ACCUM
CONTOUR AREA AREA VOL VOL STAGE InS inZ Zest
Tao in) Iso ft) ICU ft) ICU ftl IN Ift)
243 0.00 0 0 0
244 1.16 11.600 5.800 5.800 1 5.6656 0.0000 0.79
246 261 26.100 37.700 43500 3 10.6805 1.0986 2.96
248 3.01 30.100 56.200 99.700 5 113099 1.6094 5.09
250 3.44 34.40D 64.500 164.200 7 12.0086 1.9459 7.06
252 3.89 38.900 73300 237.500 9 123779 21972 9.00
254 437 43.700 82.600 320.100 11 12.6764 23979 10.94
256 4.87 48.700 92AW 412500 13 12.9300 23649 1192
ReBressioo Output:
Conctaot
Std Err of Y Eat
R Squared
No. of Observations
Des mot of Freedom
X Codricient(a) 15251397
Std Err of CoeL 0.0165545
9.02758915 .-o Tu - 8330
0.02012975 b - 153
0.99952895
6
4

LOB NAME NORTH WA7>M SANITARY LANDFILL POND #' 1
CHAINSAW METHOD FOR
RISER B ARREL ROUTING
STORM DATA
tZp . 158 efs
Tp. 2 min.
dT
• 2
2
min.
BASIN DATA PAR77CLE DATA
Ks . 8330
b . 153 Diameter 40 microns
Zo. 243 It. Specific Gravity 2-6 IbLAbg
Mas silt deptb • 4 ft. Setthat Vclocity 4.01E-03 k4cc.
Reynolds No.
Dr- 42 in.
•.•• Cw. 3.33 FI-MCIe4CY DATA
Zcr . 248.20 It
Dosired Efficiency 70 Sb
Db • 24 in. No. of Effoc. Cells .2
Cd • 059 Cs 30.8797
7J • 239 ft.
NORMAL SURFACE A' 0.69 ao. EMERGENCY SPILLWAY Q • Cw*L •HN1.5)

Pk Outflow .
72.79
efs -
L 10 ft.
#
Crest Elev.. 250.70
Pk Stagc 251.81 k MAMNfUM DEPTH • 1.0 & Top of Dun Acv.. 253.0
Cw . 3.0
Tint Inflow Storage Stage Outflow \Y Ruu O Riser Barrel Ev=. Spill. Surf Area Sex Env Set Eff
Imtn.) jets) lcu ft) IN lets) Ids) left) lets) jets) lsq ft) [cis) 1%)
0 0 6.90E+0e 247.00 0.0 0.0 0.0 39A 0.0 26309 64 MDIV)D1
2 4 6.90E+04 247.00 0.0 0.0 0.0 39.4 0.0 26309 64 NDIV/01
5 15 6.96E404 247.02 0.0 0.0 0.0 39.4 0.0 26382 64 MDTV/01
7 33 7.17E404 247.10 0.0 0.0 0.0 39.6 0.0 26660 65 #'DMMI
10 55 7.64E+04 247.28 0.0 0.0 0.0 40.1 0.0 27244 66 MDIV)Dl
12 79 8.42E+04 24756 0.0 0.0 0.0 40.9 0.0 28172 69 #DIVPI
14 103 955E+04 247.95 0.0 0.0 0.0 41.9 0.0 29421 72 *DTV/o1
17 126 1.10E+05 245.44 4.2 4.2 223 43.2 0.0 30916 75 99.6%
19 143 1.28E+05 248.99 25.2 25.2 40.4 44.6 0.0 32509 79 92.2%
= 21 154 1.44E+05 249.49 45.8 53.3 51.9 45.5 0.0 33926 82 83.8%
24 158 1.60E+05 249.94 46.9 833 60.1 46.9 0.0 35137 85 94.06
26 154 1.76E+05 250.38 47.9 117.2 673 47.9 0.0 36302 88 84.3%
29 143 1.91E+05 250.80 48.9 153.9 73.4 45.9 0.0 37353 91 94.4%
31 127 2.04E+05 251.15 515 194.1 7S3 49.7 1.8 38239 93 83.9%
33 111 2.15E+05 251.43 58.8 210.7 81.9 503 85 38919 95 81.6%
36
38 98
86 2.23E+05
227E+05 251.62
251.74 65.4
70.0 229.7
2415 143
85.7 50.7
51.0 14.7
19.0 39380
39658 96
96 79.596
79.1%
40 75 229E+05 251.79 72.4 2173 86A 51.1 213 39792 97 77.4%
43 66 230E+05 251.81 72.8 249A 863 51.1 21.7 39817 97 77.3%
45 58 229E+05 251.78 71.8 245.9 86.2 51.1 20.7 39760 97 77.66
48
50 51
45 227E*05
2.24E+05 251.73
251.66 69.7
67.0 240.9
233.9 85.6
84.9 50.9
501 181
16.2 39642
39480 96
96 78.2Yo
79.0%
52 39 221E+05. 25138 64.0 225.8 83.8 50.6 13A 39286 95 79.996
55 35 2.18E+05 251.49 601 216.8. 82.7 50.4 )DA 39069 95 80.9%
57 30 2.14E+05 251.40 57.7 207.4 81.4 502 75 38835 94 81.9%
60
62 27
23 2.10E+05
2.06E+05 25130
251.19 54.8
523 197.6
187.7 80.1
75.6 50.0
49.8 4.8
25 38589
38332 94
93 82.8x6
83.696
64 21 2.02E+05 251.08 502 177.6 773 493 0.7 38066 93 94.3%
67 18 1.97E+05 250.97 493 1673 75.8 493 0.0 37788 92 84.5%
69 16 1.93E+05 250.85 49.0 156.7 74.2 49.0 0.0 37491 91 84.4%
71 l4 1.88E+05 250.72 49.7 145.6 72.4 45.7 0.0 37172 90 94.496
74 12 1.83E+05 25059 48.4 134.1 70.4 48.4 0.0 36830 90 843%
76 11 1.79E405 250.45 45.1 122.4 683 48.1 0.0 36469 89 94.3%
79 9 1.73E+05 25030 47.7 110.6 66.0 47.7 0.0 36089 88 842%
81 8 1.67E+05 250.15 47A 981 63.6 47.4 0.0 35691 87 94.1%
83 7 1.62E+05 249.99 47.0 87.0 61.0 47.0 0.0 35275 86 94.1%
86 6 156E+05 249.83 46.6 755 58.2 46.6 0.0 34944. 85 84.0%
89 6 130E+05 249.66 46.2 643 55.1 46.2 0.0 34396 84 83.9%
90 5 1.44E+05 249.49 45.8 53A 51.8 45.8 0.0 33932 82 83.896
93 4 139E+05 24932 43.0 43.0 482 45.4 0.0 33453 81 94.1%
95 4. 133E+05 249.15 33.8 33.5 445 45.0 0.0 32957 80 88.6%
98 3 129E+05 249.02 27.1 27.1 413 44.7 0.0 32617 79 91.46
100 3 1.25E+05 241.92 22.1 22.1 38.6 44A 0.0 32319 79 93.5x6
102 3 123E+05 248.83 183 183 363 442 0.0 32074 78 95.1%
101 2 120E+05 241.76 153 113 342 44.0 0.0 31170 77 96.3%

SEDIMENT POND 4 11
EMERGENCY SPILLWAY
THE EMERGENCY SPILLWAY IS DESIGNED TO CARRY THE 100yr-24hr
STORM MINUS WHAT THE PRINCIPAL SPILLWAY CARRIES.
EMERGENCY SPILLWAY INVERT (FT.) = 250.7
MAX DEPTH OF EMERGENCY SPILLWAY(FT.) 1.0
WIDTH OF EMERGENCY SPILLWAY (FT.) = 10.0
MAX. FLOW (Q) = 21.7 CFS Cw =
Q = Cw*L*H^(32)
L = Q/(Cw*H^(32)) L = 7.233
USE LENGTH = 10.0 FT
CALCULATE TOP OF DAM:
3.0 -BROADCRESTED WEIR
NOTE: A MINIMUM OF 12" OF FREEBOARD WILL BE BETWEEN THE DEPTH OF FLOW
OVER THE EMERGENCY SPILLWAY AND THE TOP OF THE DAM.
-- . IvIINIMUM TOP OF DAM = 253.0 FT
DESIGN ANTI FLOATATION BLOCKS
NOTE: CONCRETE BLOCKS IS SIZED SUCH AS TO WEIGH 1.1 TIMES
THE WEIGHT OF WATER DISPLACED BY THE RISER.
DIAMETER OF RISER = 42.0 INCHES
HEIGHT OF RISER = 9.2 FT
VOLUME OF RISER (FT.) = (h*Pi*d^2)/4 = 88.5 CUBIC FEET
EQUIVALENT POUNDS OF WATER = 5523 POUNDS
VOLUME OF CONCRETE REQUIRED 1.70 CUBIC YARDS
DEWAIT RING HOLES
NOTE: THE BOTTOM HALF OF THE RISER SHALL BE PERFORATED WITH
0.5 INCH HOLES WITH A SPACING OF APPROXIMATELY 3 INCHES
IN EACH OUTSIDE VALLEY. THE PERFORATED SECTION SHALL
BE COVERED WITH A 2 FOOT THICK BLANKET OF 0.5 INCH TO
0.75 INCH GRAVEL OR PREFERABLY NCDOT STANDARD 457 OR
#5 WASHED STONE.

Li
1

f

n
1
f

1
1
1
1
1
1
SEDIMENT POND #1
BARREL
SIZE = 24 INCHES
INVERT IN = 239.0 FT (ELEV.)
SLOPE = 0.065 %
LENGTH = 170.0 FT
INVERT OUT = 228.0 FT (ELEV.)
ANTI-SEEP COLLAR

NOTE: ANTI SEEP COLLARS WILL BE PLACED NO CLOSER THAN 2 FEET FROM
A PIPE JOINT. THE COLLAR WILL PROJECT A MINIMUM OF 1.5 FEET
FROM THE PIPE AND SHALL BE CONSTRUCTED WITH WATER TIGHT
CONNECTIONS.
ANTI SEEP COLLAR SIZE = 5.0'x 5.0'
RIP-RAP APRON FOR OUTLET FOR THE 25yr-24hr STORM
Q= 48.7 CFS
PIPE DIAMETER = 24 INCH
LENGTH OF APRON = 25.0 FT -- (FROM FIGURE IN NC SEDIMENT & EROSION
80= 12 INCH CONTROL MANUAL)
DEPTH OF RIP- dmax = 18 INCH
UPSTREAM WIDTH = 3*DIA. = 2.25 FT
DOWNSTREAM WIDTH = 6.00 FT
27.00 FT
TRASH GUARD FOR RISER
SIZE = 54 INCH

1
1
JOB NAME - NORTH WAKE SANITARY LANDFILL POND X2 PA GE 1 21U93
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA • It ACRES WATERSHED AREA 23 ACRES
HYDRAULIC LENGTH • 1.840 FT HYDRAULIC LENGTH
• 4.200 FT
CHANGE IN HEIGHT • 80 FT CHANGED.' HEIGHT 199 FT
RUNOFF COEF. C • 0.25 RUNOFF COEF. C • 0.65
TD.E OF CONC. • 833 min. TIME OF CONC. • 1538 min.
DPTENSM • 739 bl&t INIF,NSIIY • 6.04 bubr
(25yr,24hr) (25yr.24hr)
OR. 33 CPS Qp . 90 CPS
Qs . PREDEVELOPED PEAK DISCHARGE Qp . POST DEVELOPED PEAK DISCHARGE
•.•.•r••••r..q•s....••....•r••••r...
.
.••........H••r.............. ...... ..•...
COMPUTE DEPTH OF RUNOFF ...
..?•••r...•.....re
P• 4.62 INCHES 25yr. 6hr PRECIP.
CN • 72
S . (1000/CN)-10
S• 3.89
Q• • (P-0.2S)-2/(P+0.8S)
Q' • 1.91 IN - 25yr, 6hr RUNOFF DEPTH
Tp • VOL/(139rQp)
V OL • (Q-)-A
Tp - 21 MINUTES
r CALCULATE Ks AND b
SET INVERT OF POND AT ELEV. 257.0 FT
S Z
CONTOUR CONTOUR INCR ACCUM
CONTOUR AREA AREA VOL VOL STAGE inS InZ Zest
Isg in) Isq ft] Icir ft) ICU ft] IN IN
257 0.00 0 0 0
258 0.94 9382 4,691 4,691 1 8.4534 0.0000 0.90
260 1.45 14317 23,899 2090 3 10.2608 1.0986 3.02
262 1.76 17,601 32,118 60,708 5 11.0138 1.6094 5.00
264 2.09 20,922 38.523 99.231 7 113052 1.9459 6.94
266 2.45 24,478 45.400 144,631 9 11.8819 2.1972 8.93
268 2.83 28,271 52,749 197380 11 12.1929 2.3979 10.99
270 3.23 32.300 60571 257,951 13 12.4605 23649 13.15
Regression Output:
' Constant 8.60948104 .-> Ks . 5483
Std Err of Y Est 0.0130953 b . 1.49
R Squared 0.99979239
No. of Observations 6
Degrees of Freedom 4
X Coefficient(s) 1AW902
Std Err of Coef. 0.0107694
r
t'
t
PAGE2
COMPUTE SEDIMENT ACCUMULATION RATE
S - 0.151Af,0.84
S. 2.10 ACRE-FT/YR
SEDIMENT POOL HEIGHT (L) - 4.00 FT
STORAGE REQUIRED - 43546 Cu FT
CLEANOUT PERIOD - 6 MONTHS
SEDIMENT POOL ELEVATION . 261.00 FT msl
Y/11ti!•IY!ltYYYtY1tY1itilYltl/f1YYltYYftYY1YYYttYYtltlIYYYYlftlililYYYilfOfYlt1Yi11YYYYlYlflfilYtYtiftlfYYii
CONFIGURE RISER/BARREL
ASSUMPTION: CRITICAL TIME FOR SETTLING PERFORMANCE IS PEAK OUTFLOW 77MH
AT TIME ZERO. POND IS FILLED TO TOP OF SEDIMENT POOL
EXPECTED OUTFLOW
Qo . EXPECTED OUTFLOW
Qo - QP - S/TP Qp - INFLOW AFTER DEVELOPMENT
Tp -TIME TO PEAK (mn; TTES)
S-STORMWATERSTORAGE
ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Qs - CtIZ10-1) Qs - ALLOWABLE OUTFLOW FOR SATISFACTORY SE771JNG
Cs - SETTLING CONSTANT
Cs - (b•Ks•Vo)/(N([1-E)A(-1RtT)-1)) E - SETTLING EFFICIENCY, EXPRESSED AS A DECIMAL FRACIION
E -SET IJNG T:FF7CIENC 0.70 N - NUMBER OF EFFECTIVE M 7
SET N - 2 (POOR PERFORMANCE) Vo - SETILING VELOCITY OF DESIGN PARTICLE
Z - STAGE (FT ABOVE POND INVERT)
Vo-(g/18)[(Ss-1)/v)dA2 m/s
v - KINEMATIC VISCOSITY
v - 1.14E-06 mA2/sm @ 15 DEG CELSIUS
St- 2.6 - SPECIFIC GRAVITY
d - 40 MICRONS = 4.00E-05 m
Vo- 1.22E-03 m/s
Vo= 4.01E-03 S/s
Cs - (b•Ks•Vo)/(N•[(l-E)A(-1/1)-1))
Cs = 19.92198
Qs - 19.92198 ZA 0.49 - SETTLING ENVELOPE
r
PAGE 3

1
1
1
11
t;
11
I
F

1
PICK Z SUCH THAT Qo 1S LESS THAN Qs BUT ALMOST EQUALS IT.
SET UP TRIAL AND ERROR TABLE
STAGE STORAGE EST. ALLOWABLE EXPECTED
PROVIDED Q25.24 OUTFLOW OUTFLOW
PEAK FOR (WHEN
STAGE SETTLING ROUTED)
Z FT ABOVE S Z Qs Qo
INVERT OF
POND (CU FT) (FT) (CPS) (CPS)
4.0 0 NA 39.6 903
43 8382 NA 41.9 83.7
5.0 17239 NA 44.2 76.7
5S 26546 NA 463 69.4
6.0 36281 NA 483 61.7
6S 46426 NA 503 53.7
7.0 56965 7.0 52.2 45.4
75 67883 NA 54.0 36.9
8.0 79167 NA 55.7 28.0
8.5 90806 NA 57A 18.8
9.0 102789 NA 59.1 9.4
9.5 115106 NA 60.7 -03
10.0 127748 NA 62.2 -103
10S 140706 NA 63.8 -205
11.0 153974 NA 65.2 -30.9
115 167543 NA -66.7 -41.6
12.0 181407 NA 68.1 -525
125 195561 NA 695 -63.7
13.0 209997 NA 70.9 -75.0
135 224710 NA 72.2 -86.6
14.0 239696 NA 735 -98.4
14S 254948 NA 74.8 -110.4
15.0 270464 NA 76.1 -122.6
155 286237 NA 773 -135.0
16.0 302264 NA 785 -147.7
MAX ESTIMATED
25YR.24HR STAGE 7 FEET
_ 264.0 A MSL
FOR THE GIVEN HEAD. CHOOSE BARREL DIAMETER SUCH THAT OUTFLOW
IS LESS THAN OR EQUAL TO THE PREDEVELOPED DISCHARGE (Qa).
USE ORIFICE EQUATION W/ Cd - 039
Q - Cd=A'(SQRT(2=g" Z)) L - Z
CHOSEN OUTFLOW
HEAD BARREL BARREL, OUTFLOW BARREL EXPECTED
H DIAMETER DIAMITTFR Q DIAMETER
(FT) (Im (FI) (CPS) w (CPS)
7 12 1.00 9.5 NA 0.00
7 15 125 14.7 15.00 14.68
7 18 130 20.9 18.00 20.93
7 U 2.00 36A NA 0.00
7 30 230 55.8 NA 0.00
7 36 3.00 785 NA 0.00
7 42 330 104.4 NA 0.00
7 48 4.00 133.1 NA 0.00
7 54 430 164.2 NA 0.00
7 60 5.00 1973 NA 0.00
7 66 550 232.0 NA 0.00
ESTIMATED BARREL DIAMETER - 18 INCHES

PAGE 4
SET CREST OF RISER
• ALLOW SUFFICIENT HEAD TO PASS EXPECTED OUTFIAW
• RISER ACTS AS WEIR
Q- CwLH113I2 Cw• 3.33
EXPECTED OUTFLOW . 20.9 CPS
HEAD TO
RISER RISER MAXHEAD RISER PASS
DIAMETER DIAMETER (WEIR) DLAM. DES. FLAW
ON) (FT) (FT) (IN.) (FT)
12 1.0 0.36 0.00 139
15 13 0.44 0.00 137
24 2.0 0.71 0.00 1.00
36 3.0 1.07 36.00 0.76
42 3.5 1.24 0.00 0.69
48 4.0 1.42 0.00 0.63
54 4.5 1.60 0.00 Om
60 5.0 1.78 0.00 0.54
66 5.5 1.95 0.00 0.51
72 6.0 2.13 0.00 OAS
SET CREST @ ELEV. (MAX STAGE FOR 25yr-24 hr STORM)-(HEAD REQUIRED FOR RISER TO PASS DESIGN FLOW)
ESTIMATED DIAMETER OF RISER . 36 IN RISER
CORRESPONDING READ • 0.76 FT
ESTIMATED CREST ELEV.. 263.24 FT AMSL
Z . 264.00 FT - EXPECT POND TO BE IMS DEEP IN 25-YR STORM WITH NO ACCUMULATION OF SEDIMENT
PAGES

r
.i ?
1
1
P
1
1
f
1
JOB NAME NORTH WAKE SANITARY LANDFILL POND #2
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qp 90 of$
Tp. 21 min.
dT . 2 min.
BASIN DATA PARTICLE DATA
Ks : 5483
b 1.49 Diameter 40 microns
7o . 257 K Specific Gravity 2.6 Ibs/Ibs
Max silt depth • 4 fL Settling Velocity 4.01E-03 ft/sec.
Reynolds No. 0.03353
Dr- 42 in.
Cw. 333 EFFICIENCY DATA
7=. 26350 fL
Desired Efficiency 70 %
Db - 24 it, No. of Effec. Cells 2
Cd . 0S9 Cs 19.922
ti . 257 fL
NORMAL SURFACE A 0.47 as
Pk Outflow . 40.28 oft
Pk Stage - 26533 fL,
Time
[mini know
Icfs) Storage
I- ft) Stage
IN Outflow
loft) W Riser
Ids) O Riser
Idt) Barrel
left) Surf Area
lag ft) Set Env
Ids) Set Eft
I%)
0 0 435E+04 261.00 0.0 0.0 0.0 25.8 16272 40 #DIVMI
2 2 435E+04 261.00 0.0 0.0 0.0 25.8 16272 40 #DIV/01
4 8 438E+04 261.01 0.0 0.0 0.0 25.8 16301 40 #DIV/0!
6 17 4.47E+04 261.07 0.0 0.0 0.0 26.1 16414 40 #DIV101
8 28 4.67E+04 261.19 0.0 0.0 0.0 26.6 16655 40 #DIV/01
10 41 5.01E+04 26139 0.0 0.0 0.0 27A 17045 41 #DIV/D1
12 55 551E+04 261.68 0.0 0.0 0.0 285 17585 43 #DTV/01
14 67 6.16E+04 262.04 0.0 0.0 0.0 29.9 18251 44 #DIV/01
16 78 6.96E+04 262.48 0.0 0.0 0.0 31S 19008 46 #DIV/01
18 85 7.90E+04 262.96 0.0 0.0 0.0 33.1 19814 48 #DIV/01
20 90 8.92E+04 263.46 0.0 0.0 0.0 34.8 20631 50 #DTV/Ol
22 90 1.00E+05 263.97 11.9 11.9 31A 36A 21423 52 95.3%
24 86 1.09E+05 264AI 313 313 433 37.6 22068 54 82.9%
26 79 1.16E+05 264.70 38-5 47.8 49,9 383 22501 55 78.8%
28 70 121E+05 264.92 39.1 61.2 54.2 39.1 22810 55 78.8%
30 62 125E+05 265.08 39.6 72.1 573 39.6 23041 56 78.7%
32 55 1.27E+05 26520 39.9 80.2 593 39.9 23205 56 78.7%
34 49 129E+05 26527 40.1 85.8 60.7 40.1 23313 57 78.796
36 43 130E+05 26532 402 89.0 61A 402 23374 57 78.7%
38 38 130E+05 26533 403 90.0 61.7 403 23393 57 78.7%
40 34 130E+05 26532 402 89.1 613 402 23377 57 78.7%
42 30 129E+05 26529 402 86.6 60.9 402 23330 57 78.7%
44 26 128E+05 26523 40.0 82.8 60.0 40.0 23255 57 78.796
46 23 1.26E+05 265.16 39.8 77.7 58.7 39.8 23155 56 78.796
48 21 124E+05 265.08 39.6 71.8 572 39.6 .23034 56 78.7%
50 l8 122E+05 264.98 393 65.1 55A 393 22894 56 78.8%
52 16 120E+05 - 264.87 39.0 57.9 532 39.0 22736 55 78.8%
54 14 1.17E+05 264.74 38.6 50.4 50.8 38.6 22562 55 78.8%
56 13 1.14E+05 264.61 383 42.7 48.1 383 22373 54 78.8%
58 11 1.11E+05 264.48 35.0 35.0 45.0 37.9 22171 54 80.6%
60 10 1.08E+05 26435 282 282 41.9 373 21980 53 84.8%
62 9 1.06E+05 26425 233 233 393 372 21830 53 87.9%
64 8 1.04E+05 264.16 19.7 19.7 37.1 36.9 21710 53. 90.3%
66 7 1.03E+05 264.10 16.8 16.8 352 36.7 21610 53 922%
68 6 1.01E+05 264.04 143 143 33.6 36.6 21526 52 93.7%
O
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W A:DN31013J3
JOB NAME - NORTH WAKE SANITARY LANDFn.L POND •2 21V93
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA - 18 ACRES WATERSHED AREA - 23 ACRES
HYDRAULIC LENGTH- 1.840 Fr HYDRAULICLENGTH- 4.200 FT
CHANGE IN HEIGHT - So FT CHANGE IN HEIGHT - 199 FT
RUNOFF COEF.'C - 0.25 RUNOFF COEF. C' - 0.65
TDoM OF CONC: - 833 miry TIME OF CONC. - 15M min.
DTMNSrN - 739 iNhr IN ENSrN - 7.15 in/hr
(25yr.24hr) (100yr.24hr)
Qa - 33 CFS Qp (100yt. 24 hr) - 107 CPS
Qa - PREDEVELOPED PEAK DISCHARGE QP - POST DEVELOPED PEAK DISCHARGE
........................................................ ................ ......................... ..............
...
COMPUTE DEPTH OF RUNOFF
P - 5.75 INCHES I00yr, 6hr PRECIP.
CN - 72
S - (1000/CN)-10
S- 3.89
Q• - (P-0.2SN20.&D.8S)
Q' - 2.79 IN'- I OOyr. 6hr RUNOFF DEPTH
Tp - VOIJ(139•Qp)
VOL - (Q•)•A
f Tp- 26 MINUTES

JOB NAME NORTH WAKE SANITARY LANDFII-L POND #2
CHAD NSA W METHOD POR
RISER BARREL ROUTING
STORM DATA
Op . 107 cfs
Tp . 26 min
dT . 3 min
BASH' DATA PARTICLE DATA
I{s . 5483
b . I A9 Diameter
2.0. 257 h Specific Gravity
Max silt depth - 4 1t Sealing Velocity
Reynolds No.
Dr. 42 in
Cw- 333 EFFICEENCY DATA
zer - 263.50 R
Desired Efficiency
Db - 24 in. No. of Effoc. Cells
Cd . 039 Cs
z . 257 fL
NORMAL SURFACE K 0.47 ac-
Pk Outflow - 67.97 cis
Pk Stage - 266.22 fL

1
t
1

t

40 microns
2.6 1bsAbs
4.01 E-03 W;=
0.03353
70 %
2
19.922
Emergency Spillway Q - Cw'L•HAI.5
L -10 R Crest Elev. - 265.33
Cw - 3.0 Top of Dam Elev. - 270.0
Maximum Depth -1.0 IL

Imin.)
Ids)
(ere !t] OLASe '
IN tlutflow
(efs) W Riser
d O Riser Barrel Emer. Spill. Sud Aru Set Eery Sei Etf

0
0
435E+04
261
00
0
0 I
s] (eftJ IdsJ
ICU)
(sq ft)
(eft)
(qo)
3 3 435E+04 .
261.OD .
0.0 0.0 0.0 25.S 0.0 16272 40 #DIV

6
13
4A2E+04
261.04
0.0
0
0
0
0 25'8
0.0
16272
40 A
#DTV

9
28
4.66E+04
261.18
0.0 .
0.0 .
0.0 u
•9
265
0.0
16348
40 A
#DIV/Ol
12 47 5.17E+04 261.48 0.0- 0.0 0
0
27
8 0.0 16636 .40 #DIV/O!
15 66 6.00E+04 261.96 0.0 0
0 .
0
0 . 0.0 17218 42 #DTV/Dl
18 83 7.19E+04 26259 0.0 .
0
0 .
0
0 29.6 0.0 18096 44 #DIV/D!

21
97
8.68E+04
26335
0.0 .
0
0 .
0
0 31.9 0.0 19206 47 #DJV/0!
24 105 1.04E+05 264.18 20.1 .
20
1 .
4
37 4'4
3 0.0 20448 50 #DI

27
107
1.20E+05
264.86
39.0 .
57
7 .
53
2 37.0 0.0
_
22726
53 0
90.0%
30 101 132E+05 26539 40.9 .
94
2 .
62
6 39.0 0.0 732 55 798%
33 90 1.43E+05 265.85 52.8 .
130
4 .
69
5 40.4 04 2
3473 57 79.4%

36

77

1.49E+05

266.12

635 .

154
0 .

73
7 41.7 11.1 24096 5
9
728%

39
67
1.52E+-05
266.22
65.0 .
163
0 .
753 42.4
21.1
24464
59
6S.2%
42 57 1.52E+05 266.21 675 .
162
2 75
0 42.7 u3 24599 60 66.4%
45 49 1.50E+05 266.14 6.43 .
155
6 .
74
0 42. 6 2 24586 60 66.6%

48
43
1A7E+D5
266.03
59.7 .
146
0 .
72s 42.4 211.8 .8 24485 60 67.9%
51 37 1.44E+05 265.90 54.8 .
135
2 70
6 412 17.6 243
17 59
7

54
32
1AIE+05
265.77
50.1 .
123
9 .
68
6 4
1.8 13.0 24
3 59 1.8%

57
27
137E+05
265.63
46.0 .
112
7 .
66
5 415 E.7
23991
58
74.0%

60
23
134E+05
265A9
425 .
101
6 .
64
2 41.1 4.9 2
3801 58 76.0%
63 20 131E+05 26534 403 .
90
6 .
61
9 40
3 l
-8 23606 57 7
%
6
6
17
1.27E+05
265.)s
39.9 .
793 .
59
1 . 0.0 2304
15 57 6.7
%
69 15 1.23E+DS 265.01 39.4 67
3 .
56
0 39.9 0.0 23
7 56 75.7%
72 13 1.19E+05 264.52 35.8 .
54
8 .
523 39A 0.0 22940 56 75.7%
75 11 1.14E+05 264.61 38.2 .
4
42 48
0 38.8 0.0 2667 55 78.8%
79 10 1.09E+05 26439 30.5 .
305 -, .
43
0 3U .
0.
0
22367
54
788%

81
8
1.05E405
264.22
22.1
221 .
38
6 3
7.6
37
1
0
0
22D45
53
83.4%
84 7 1.03E+05 264.10 17.0 17.0 .
35A .
36
7 0.0
21790
53
85.
%

87

6

1.01E+05

264.02

13.6

13.6

32
9 .

36
S 0.0 2167 8 53 1
%
9

90
5
9.96E+04
263.96
11.2
11.2 .
30
8 .
363 0.0
21493
52 4.
9%
. 0.0 21398 52 955..77%

SEDIMENT POND #2
EMERGENCY SPILLWAY
THE EMERGENCY SPILLWAY IS DESIGNED TO CARRY THE 100yr-24hr
STORM MINUS WHATTHE PRINCIPAL SPILLWAY CARRIES.
EMERGENCY SPILLWAY INVERT (FT.) = 265.3
MAX. DEPTH OF EMERGENCY SPILLWAY(FT.) 1.0
WIDTH OF EMERGENCY SPILLWAY (FT.) = 10.0
MAX. FLOW (Q) = 25.3 CFS Cw = 3.0 BROADCRESTED WEIR
Q = Cw*L*H^(32)
L = Q/(Cw'*H^(32)) L= 8.4333
USE LENGTH = 10.0 FT
CALCULATE TOP OF DAM:
NOTE: A MINIMUM OF 12" OF FREEBOARD WILL BE BETWEEN THE DEPTH OF FLOW
OVER THE EMERGENCY SPILLWAY AND THE TOP OF THE DAM.
MINIMUM TOP OF DAM = 270.0 FT
DESIGN ANTI-FLOATATION BLOCKS
NOTE: CONCRETE BLOCKS IS SIZED SUCH AS TO WEIGH 1.1 TIMES
THE WEIGHT OF WATER DISPLACED BY THE RISER.
DIAMETER OF RISER = 42.0 INCHES
HEIGHT OF RISER = 6.5 FT
VOLUME OF RISER (FT.) _ (h*Pi*d^2)/4 = 62.5 CUBIC FEET
EQUIVALENT POUNDS OF WATER = 3902 POUNDS
VOLUME OF CONCRETE REQUIRED = 1.20 CUBIC YARDS
DEWATERING HOLES
NOTE: THE BOTTOM HALF OF THE RISER SHALL BE PERFORATED WITH
0.5 INCH HOLES WITH A SPACING OF APPROXIMATELY 3 INCHES
IN EACH OUTSIDE VALLEY. THE PERFORATED SECTION SHALL
BE COVERED WITH A 2 FOOT THICK BLANKET OF 0.5 INCH TO
0.75 INCH GRAVEL OR PREFERABLY NCDOT STANDARD #57 OR
*5 WASHED STONE.

I PAGE 1
JOB NAME - NORTH WAKE SANITARY LANDFILL POND N3 9/383
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA = 38 ACRES WATERSHED AREA = 26 ACRES
HYDRAULIC LENGTH = 2.550 FT HYDRAULIC LENGTH = 5,400 FT
CHANGE IN HEIGHT = 94 Fr CHANGE IN HEIGHT = 219 FT
RUNOFF COEF. `C' = 0.35 RUNOFF COEF. C' = 0.65
TDAE OF CONC. = 11.69 min TIME OF CONC. = 20.07 min.
INTENSITY = 6.72 in/hr INTENSITY = 5.41 in/hr
(25yr.24hr) (25yr,24hr)
Qa 125 yr, - 24 ht)- 89 CFS Qp (25 y,, 24 hr)= 91 CFS
Qa = PREDEVELOPED PEAK DISCHARGE
rrrrr
r
r Qp = POST DEVELOPED PEAK DISCHARGE
rrrrrrr
wr
rr«?q•rrrwpr«rrrrrrsrrrwwr
COMPUTE DEPTH OF RUNOFF rrrrr•«wwrrrwrrrrrwwrrrrgwrrrrrrrwwrr rrwwrrrrrrrr «rrrrrr?rrrrrrrrrrrrrrrrr«rrrrrrrw??wwwr?r?
P= 4.62 INCHES 25yr, 6hr PRECIP.
CN = 72
S = (1000/CN)-10
S= 3.89
Qr = (P-0.2S)^2/(P+0.8S)
Qr = 1.91 IN - 25yr, 6hr RUNOFF DEPTH

Tp = VOW(1.39rQp)
VOL - (Qr)rA
Tp = 24 MINUTES
CALCULATE Ks AND b
SET INVERT OF POND AT ELEV. 253.0 FT
S Z
CONTOUR CONTOUR INCR ACCUM
CONTOUR AREA AREA VOL VOL STAGE in S in Z Z est
fsa in) (sq ft] !CU ft] (cu ft] IN (h)
253 0.00 0 0 0
254 0.46 4,565 2.283 2,283 1 7.7330 0.0000 0.78
256 1.67 16,718 21,283 23,566 3 10.0675 1.0986 2.96
258 2.07 20,660 37378 60,944 5 11.0177 1.6094 5.11
260 2.48 24,840 45500 106,444 7 115754 1.9459 7.03
262 2.93 29,260 54,100 160544 9 11.9863 2.1972 8.89
Regression Output:
Constant
Std Err of Y Est
R Squared
No. of Observations
Degrees of Freedom
X Coefficient(s)
Sid Err of Coef.
r
1.7473333
0.0411903
8.16890696
0.03388931
0.99888984
4
2
Ks = 3529
b = 1.75

PAGE 2
COMPUTE SEDIMENT ACCUMULATION RATE
S - 0.151 AA0.84
S- 233 ACRE-Fr/YR
SEDIMENT POOL HEIGHT (Z) = 4.00 FT
STORAGE REQUIRED - 39,784 CU FT
CLEANOUT PERIOD = 5 MONTHS
SEDIMENT POOL ELEVATION - 257.00 FT ms]
rrrrrsrrrrrrsrptrrraarrwrrrrrrsrrtttt?rrr?rrrrrtrrwqrrrrrrrrrarrrrrregrtrrr•rrrrtwrrrrttrrrrrrrrr*tsr
CONFIGURE RISERBARREL
ASSUMPTION: CRITICAL TIME FOR SETTLING PERFORMANCE IS PEAK OUTFLOW TIME
AT TIME ZERO. POND IS FILLED TO TOP OF SEDIMENT POOL
EXPECTED OUTFLOW
Qo - EXPECTED OUTFLOW
Qo = Qp - S/Tp Qp - INFLOW AFTER DEVELOPMENT
Tp =TIME TO PEAK (MINUTES)
S - STORMWATER STORAGE
ALLOWABLE OLTLFLOW FOR SATISFACTORY SETIL LNG
Qs = Cs*Z^(b-1) Qs = ALLOWABLE OUTFLOW FOR SATISFACTORY SETTLING
Cs = SETTLING CONSTANT
Cs = (b*Ks*Vo)/(N([1-E]^(-I/1)-1)) E - SEITTAG EFFICIENCY, EXPRESSED AS A DECIMAL. FRAC
E =SETTLING EFFICIENCY= 0.70 N =NUMBER OF EFFECTIVE CELLS
SETH- 2 (POOR PERFORMANCE) Vo = SETTLING VELOCITY OF DESIGN PARTICLE
Z = STAGE (FT ABOVE POND INVERT)
Vo = (g/18)[(Ss-I)/v)d^2 m/s
v = KINEMATIC VISCOSITY
v = 1.14E-06 m^2/sec @ 15 DEG CELSIUS
Ss- 2.6 - SPECIFIC GRAVITY
d a 40 MICRONS = 4.00E-05 m
V o = 1.22E-03 m/s
Vo. 4.01E-03 ft/s
Cs = (b*Ks*Vo)/(N'[(1-E)"(-1R'1)-1])
Cs . 14.99057
Qs . 14.99057 Z^ 0.75 -- SETTLING ENVELOPE

PAGE3

PICK Z SUCH THAT Qo IS LESS THAN Qs BUT ALMOST EQUALS IT.
SET UP TRIAL AND ERROR TABLE
STAGE STORAGE EST. ALLOWABLE EXPECTED
PROVIDED Q25.24 OUTFLOW OUTFLOW
PEAK FOR (WHEN
STAGE SETTLING ROUTED)
Z FT ABOVE S Z Qs Qo
INVERT OF
POND (CUFT) (FT) (CFS) (CFS)
4.0 0 NA 42.2 91.4
45 9091 NA 46.1 85.0
5.0 18971 NA 49.9 78.0
5.5 29618 NA 53.6 705
6.0 41014 NA 57.2 625
6.5 53143 6.5 60.7 53.9
7.0 65990 NA 64.2 44.9
7.5 79542 NA 67.6 35.3
8.0 93786 NA 70.9 25.3
8.5 108712 NA 74.2 14.8
9.0 124309 NA 77.4 3.8
95 140567
10.0 157478 NA
NA 80.6
83.8 -7.7
-19.6
10.5 175033 NA 86.9 -32.0
11.0 193224 NA 90.0 -44.8
11.5 212044 NA 93.0 -58.1
12.0 231485 NA 96.0 -71.8
12.5 251541 NA 99.0 -85.9
13.0 272206 NA 101.9 -1005
135 293474 NA 104.8 -115.5
14.0 315339 NA 107.7 -130.9
14.5 337795 NA 110.6 -146.8
15.0 360838 NA 113A -163.0
155 384461 NA 116.2 -179.7
16.0 408662 NA 119.0 -196.7
MAX ESTIMATED
25YR.24HR STAGE 6.5 FEET
259.5 A MSL
FOR THE GTJEN' HEAD. CHOOSE BARREL DIAMETER SUCH THAT OUTFLOW
IS LESS THAN OR EQUAL TO THE PREDEVELOPED DISCHARGE (Qa).
USE ORIFICE EQUATION W/ Cd = 0.59
Q - Cd'A¦(SQRT(2•g"Z)) h = Z
CHOSEN' OUTFLOW
HEAD BARREL BARREL OUTFLOW BARREL EXPECTED
H DIAMETER DIAMETER Q DIAMETER
(FT) (IN) (FT). (CFS) (Im (CFS)
65 12 1.00 9.1 NA 0.00
65 15 1.25 14.1 NA 0.00
6.5 18 150 20.1 NA 0.00
65 24 2.00 34.9 24.00 34.90
6.5 30 250 53.3 NA 0.00
65 36 3.00 74.9 NA 0.00
6.5 42 350 99.3 NA 0.00
6.5 48 4.00 126.3 NA 0.00
6.5 54 4.50. 155.3 NA 0.00
6.5 60 5.00 186.0 NA 0.00
6.5 66 5.50 217.9 NA 0.00
ESTIMATED BARREL DIAMETER s= 24 INCHES
e

PAGE 4
SET CREST OF RISER
-ALLOW SUFFICIENT HEAD TO PASS EXPECTED OUTFLOW
RISER ACTS AS WEIR
Q = CWLH^3/I Cw - 3.33
EXPECTED OUTFLOW = 34.9 CPS
HEAD TO
RISER RISER MAX HEAD RISER PASS
DIAMETER DIAMETER (WEIR) DIANI. DES. FLOW
(IN) (FT) (FT) (IN.) (FT)
12 1.0 0.36 0.00 2.23
IS 1.3 0.44 0.00 1.92
24 2.0 0.71 0.00 1.41
36 3.0 1.07 0.00 1.07
42 3.5 1.24 42.00 0.97
48 4.0 1.42 0.00 0.89
54 4.5 1.60 0.00 0.82
60 5.0 1.78 0.00 0.76
66 55 1.95 0.00 0.72
72 6.0 2.13 0.00 0.68
SET CREST @ ELEV. _ (MAX STAGE FOR 25yr-24 by STORM)-(HEAD REQUIRED FOR RISER TO PASS DESIGN FLOW)
ESTIMATED DIAMETER OF RISER CHOSEN- 42 IN RISER
CORRESPONDING HEAD - 0.97 FT
ESTIMATED CREST ELEV. - 258.53 FT AMSL
Z = 25950 FT --EXPECT POND TO BE THIS DEEP IN 25-YR STORM RTIii NO ACCUMULATION OF S
1

1
I
I

1
r
i
i
i
i
Y
1
JOB NAME-- NORTH WAKE SANITARY LANDFILL POND #3
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qp (25 yr- 24 hr)<
Tp =
df =
BASINDATA
Ks =
b=
zo =
Max silt deptb =
91 cfs
24 min.
2 min.
3529
1.75
:53.0
4
PARTICLE DATA
Diameter
fL Specific Gravity
fL Settling Velocity
Reynolds No.
in.
EFFICIENCY DATA
ft.
Desired Efficiency
in. No. of Effec. Cells
Cs
fL
40 microns
2.6 lbsAbs
4.01E-03 f /sm
0.03353
Dr= 48
Cw. = 3.33
zer = 258.00
Db = 30
Cd = 059
ti = 253.0
NORMAL SURFACE AREA = 0.47 ac.
Pk Outflow - 55.80 cfs
Pk Stage = 260.01 fL
70 9o
2
14.9906
Time Inflow Storage Stage Outflow W Riser O Riser Barrel Surf Area Set Env Set Eff
[min.] (cfs) ICU ft) IN [cfs] [cfs) [cfs] [cfs) [sg ft] [Ifs] [%]
0 0 3.98E+04 257.00 0.0 0.0 0.0 385 17379 42 #DIV/01
2 2 3.98E+04 257.00 0.0 0.0 0.0 38.5 17379 42 #DIV/0!
4 6 4.00E+04 257.01 0.0 0.0 0.0 38.6 17415 42 #DIV/01
6 14 4.07E+04 257.05 0.0 0.0 0.0 38.9 17555 43 #DIV/0!
8 23 4.24E+04 257.15 0.0 0.0 0.0 39.6 17857 43 #DIV/01
10 35 4.52E+0a 257.30 0.0 0.0 0.0 40.6 18355 45 #DIV/01
12 47 4.94E+04 257.53 0.0 0.0 0.0 42.1 19061 46 #DIV/0!
14 59 5.50E+04 257.81 0.0 0.0 0.0 43.9 19960 49 #DIV/0!
16 70 6.20E+04 258.16 2.6 2.6 23.7 4S.9 21017 51 99.7%
18 79 7.01E+04 258.53 16.1. 16.1 43.4 48.1 22145 .54 92.9%
20 86 7.77E+04 258.87 33A 33A 55A 49.9 23138 56 82.5%
22 90 8.40E+04 259.14 50.2 50.2 63.4 51.4 23926 58 73.9%
24 91. 8.88E+04 259.33 52A 63.9 68.7 52.4 24504 60 73.4%
26 89 9.35E+0a 259.52 53A 78.0 73.4 53.4 25047 61 73.5%
28 84 9.78E+0a 259.69 54.2 91A 77A 54.2 25533 62 73.6%
30 76 1.01E+05 259.83 54.9 102.8 80.5 54.9 25927 63 73.6%
32 68 1.04E+05 259.93 55A 111.2 82.7 55A 26205 64 73.7%
34 61 1.05E+05 259.99 55.7 116.3 83.9 55.7 26371 64 73.7%
36 55 1.06E+05 260.01 55.8 118.5 84A 55.8 26441 64 73.7%
38 49 1.06E+05 260.01 55.8 118.1 84.3 55.8 26428 64 73.7%
40 44 1.05E+05 259.98 55.6 115.4 83.7 55.6 26342 64 73.7%
42 39 1.04E+05 259.93 55.4 110.8 82.6 55.4 26192 64 73.7%
44 35 1.02E+05 259.85 55.0 104.5 81.0 55.0 25984 63 73.7%
46' 32 9.95E+0a 259.76 54.6 96.8 78.9 54.6 25724 63 73.6%
48 28 9.68E+04 259.65 54.0 88.1 765 54.0 25417 62 73.5%
50 25 9.37E+04 259.53 53A 78.5 73.6 53A 25067 61 73.5%
52 23 9.03E+04 259.39 52.7 68.3 70.3 52.7 24678 60 73.4%
54 20 8.67E+04 259.25 52.0 57.8 66.5 52.0 24253 59 73.3%
56 18 8.29E+0a 259.09 47.2 47.2 62.1 51.1 23793 58 75.3%
58 16 7.95E+04 258.94 38.0 38.0 57.8 50.3 23362 57 80.0%
60 15 7.69E+04 258.83 31A 31.4 54.2 49.7 23033 56 83.6%
62 13 7.48E+04 258.74 26.6 26.6 51.3 49.3 22773 55 86.59.
64 12 7.32E+04 258.67 22.8 22.8 48.8 48.9 22561 55 88.8%
66 11 7.19E+04 258.61 19.9 19.9 46.6 48.5 22385 54 90.6%
68 9 7.08E+04 25556 17.5 17.5 44.6 48.3 22235 54 92.1%
70 8 6.98E+04 25852 15.5 15.5 42.8 48.0 22105 54 93.3%
72 8 6.90E+04 258AS 13.8 13.8 41.2 47.8 21990 53 94.3%
74 7 6.82E+04 258.45 12.4 12A 39.7 47.6 21887 53 95.290
76 6 6.75E+04 258.42 11.1 11.1 38.4 47A 21795 53 95.9%
78 5 6.69E+04 258.39 10.0 10.0 37.0 47.3 21712 53 96.5%
80 5 6.64E+04 258.36 9.0 9.0 35.8 47.1 21635 53 97.0%
82 4 6.59E+04 258.34 8.2 8.2 34.7 47.0 21565 52 97.5%
JOB NAME » NORTH WAKE SANITARY LANDFILL POND #3
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qp (25 yr- 24 hr)- 91 efs
Tp • 24 min.
dT• 2 min.
BASIN' DATA PARTICLE DATA
Ks. 3529
b. 1.75 Diameter 40 microns
Zo. 253.0 & Spec Gravity 2.6 lbspbs
Max silt depth. 4 ft. Settling Velocity 4.01E-03 Mec.
Reynolds No. 0.03353
Dr- 48 in.
Cw. 3.33 EITICUNCY DATA
Zcr. 258.00 ft.
Desired Efficiency 70 %
Db • 30 in. No. of Effec. Cells 2
Cd . 0.59 Cs 14.9906
Zi . 253.0 ft.
NORMAL SURFACE AREA . 0.47 ac.
Pk Outflow . 55.80 cfs
Pk Stage • 260.01 fL
Time Inflow Storage Stage Outflow W Riser 0 Riser Barrel Surf Area Set Env Set Eff
[min.) (cis) (cu ft] [ft) (efs) [cfs] [efs] [efs] [sq ft) [efs] [90)
0 0 3.98E+04 257.00 0.0 0.0 0.0 38.5 17379 42 #.DIV/01
2 2 3.98E+04 257.00 0.0 0.0 0.0 388 17379. 42 #DIV/0!
4 6 4.00E+04 257.01 0.0 0.0 0.0 38.6 17415 42 #DIV/01
6 14 4.07E+04 257.05 0.0 0.0 0.0 38.9 17555 43 #DIV/O!
8 23 4.24E+04 257.15 0.0 0.0 0.0 39.6 17857 43 #DIV/0!
10 35 4.52E+04 257.30 0.0 0.0 .0.0 40.6 18355 45 #DIV/0!
12 47 4.94E+04 257.53 0.0 0.0 0.0 42.1 19061 46 #DIV/01
14 59 550E+04 257.81 0.0 0.0 0.0 43.9 19960 49 #DIV/0!
16 70 6.20E+04 255.16 2.6 2.6 23.7 45.9 21017 51 99.7%
IS 79 7.01E+04 255.53 16.1 16.1 43.4 45.1 22145 54 92.9%
20 86 7.77E+04 258.57 33.4 33A 55.4 49.9 23138 56 82.5%
22 90 S.40E+04 259.14 50.2 502 63A 51A 23926, 58 73.9%
24 91 8.88E+04 259.33 52A 63.9 68.7 52.4 24504 60 73.4%
26 89 9.35E+04 259.52 53A 78.0 73.4 53A 25047 61 73.5%
28 84 9.78E+04 259.69 54.2 91.4 77.4 54.2 25533 62 73.69.
30 76 1.01E+05 259.83 54.9 102.8 80.5 54.9 25927 63 73.6%
32 68 1.04E+05 259.93 55.4 111.2 82.7 55.4 26205 64 73.7%
34 61 1.05E+05 259.99 55.7 116.3 83.9 55.7 26371 64 73.7%
36 55 1.06E+05 260.01 55.8 118.5 84.4 55.8 26441 64 73.7%
38 49 1.06E+05 260.01 55.8 118.1 84.3 55.8 26428 64 73.7%
40 44 1.05E+05 259.98 55.6 115.4 83.7 55.6 26342 64 73.7%
42 39 1.04E+05 259.93 55A 110.8 82.6 55.4 26192 64 73.7%
44 35 1.02E+05 259.85 55.0 1045 81.0 55.0 25984 63 73.7%
46 32 9.95E+04 259.76 54.6 96.8 78.9 54.6 25724 63 73.6%
48 28 9.68E+04 259.65 54.0 85.1 765 54.0 25417 62 73.5%
50 25 9.37E+04 259.53 53.4 78.5 73.6 53.4 25067 61 73.5%
52 23 9.03E+0a 259.39 52.7 68.3 70.3 52.7 24678 60 73.4%
54 20 8.67E+04 259.25 52.0 57.8 665 52.0 ' 24253 59 73.3%
56 18 8.29E+04 259.09 47.2 47.2 62.1 51.1 23793 58 75.3%
58 16 7.95E+04 258.94 38.0 38.0 57.8 503 23362 57 80.0%
60 15 7.69E+04 258.83 31.4 31A 54.2 49.7 23033 56 83.6%
62 13 7.48E+04 258.74 26.6 26.6 51.3 493 22773 55 86.5%
64 12 7.32E+04 258.67 22.8 22.8 48.8 48.9 22561 55 88.8%
66 11 7.19E+04 258.61 19.9 19.9 46.6 485 22385 54- 90.6%
68 9 7.08E+04 258.56 17.5 17.5 44.6 48.3 22235 54 92.1%
70 8 6.98E+04 25852 15.5 15.5 42.8 48.0 22105 54 93.3%
72 8 6.90E+0a 25BAS 13.8 13.8 41.2 47.8 21990 53 94.3%
74 7 6.82E+04 258.45 12A 12A 39.7 47.6 21857 53 95.2%
76 6 6.75E+04 258.42 11.1 11.1 38A 47A 21795 53 95.9%
78 5 6.69E+04 258.39 10.0 10.0 37.0 47.3 21712 53 96.5%
80 5 6.64E+0a 258.36 9.0 9.0 35.8 47.1 21635 53 97.0%
82 4 659E+0a 258.34 8.2 8.2 34.7 47.0 21565 52 97.5%

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1
NORTH WAKE SANITARY LANDFILL POND M3 9/3/93
WATERSHED DATA (SMALL WATERSHED METHOD)
BEFORE DEVELOPMENT AFTER DEVELOPMENT
WATERSHED AREA • 38 ACRES WATERSHED AREA . 26 ACRES
HYDRAULIC LENGTH. 2,550 Fr HYDRAULIC LENGTH . 5,400 FT
CHANGE INHEIGHT . 94 Fr CHANGE IN HEIGHT • 219 Fr
RUNOFF COEF. C" • 035 RUNOFF COEF. V- 0.65
TIME OF CONC.. 11.69 min TAME OF CONC.. 20.07 min.
INTENSITY 6.72 in/hr INTENSITY • 6.46 in/hr
(25yr.24hr) (100yr,24hr)'
Qa (25 yr - 24 br)a 89 CPS Qp (100 yr - 24 hr)- 109 CPS
Qa • PREDEVELOPED PEAK DISCHARGE QP -POST DEVELOPED PEAK DISCHARGE
wrrrrrrrrrrwrrrwrrwwwwwwwr•wwwwwrwwwrwwwrrwrrwwr•wwrrrrrrrrwrr.rrra.wwwrrrrrrwwwrrrrwrrwrrrrrrrrrrrrrrrrrrwwrrwrwrw•
COMPUTE DEPTH OF RUNOFF
P 5.75 INCHES 100yr, 6hr PRECIP.
CN • 72
S . (1000/CN)-10
S• 3.89
Q• • (P-0.2S)^2/(P+0.8S)
Qr • 2.79 IN -- 100yr, 6hr RUNOFF DEPTH
Tp . VOL/(1.39rQp)
VOL. (Qr)rA
Tp - 29 M[NNUTFFS
I CALCULATE Ks AND b
SET INVERT OF POND AT ELEV. 253.0 Fr
S Z
CONTOUR CONTOUR INCR ACCUM
CONTOUR AREA AREA VOL VOL STAGE In S In Z Z est
Iso in) [sa ft) Icu ft] ICU ft) Ift) IN
253
254 0.00
0.46 0
4.565
2,283 0
2,283 0
1
7.7330
0.0000
0.78
256 1.67 16,718 21.283 23.566 3 10.0675 1.0986 2.96
258 2.07 20,660 37,378 60.944 5 11.0177 1.6094 5.11
260 2.48 24,840 45,500 106,444 7 115754 1.9459 7.03
262 2.93 29.260 54,100 160,544 9 11.9863 2.1972 8.89
Regression Output:
Constant
Std Err of Y Est
R Squared
No. of Observations
Degrees of Freedom
X Coefficient(s)
Std Err of Coef.

1.7473333
0.0411903
8.16890696 e> Ks. 3529
0.03388931 b- 1.75
0.99888984
4
2

JOB NAME - NORTH WAKE SANITARY LANDFILL POND #3
CHAINSAW MEMOD FOR
RISER BARREL ROUIfNG
STORM DATA
Qp (25 yr- 24 hr)- 109 cfs
Tp = 29 min
dT = 3 min.
BASIN DATA PARTICLE DATA
Ks. 3529
b- 1.75 Diameter 40 microns
Zo = 253 ft. Specific Gravity 2.6 lbsAbs
Max silt depth = 4 L Settling Velocity 4.01E-03 ft/ser-
Reynolds No. 0.03353
Dr= 48 in
Cw. = 333 EFFICIENCY DATA
Zcr = 258.00 L
Desired Efficiency 70 %
Db = 30 in. No. of Effec. Cells 2
Cd = 0.59 Cs 14.9906
ti = 253 ft
NORMAL SURFACE AREA = 0.47 as Emergency Spillway Q = Cw*L'HA1.5
Pk Outflow = 79.69 cis L = 10 ft. Crest Elev. = 260.0
Pk Stage = 260.77 ft. Cw = 3.0 Top of Dam Elev. = 262.0
Maximum Depth = 1.0 ft

Time Inflow Storage Stage Outflow W Riser O Riser Barrel Emer. Spill. Surf Area Set Env Set Eff
[min.] (efs] (cu ft] [ft] [cfs] (cfs] (efs] [efs] (cfs] [sg ft] (cfs] (9io]
0 0 3.98E+04 257.00 0.0 0.0 0.0 385 0.0 17379 42 #DIV/01
3 3 3.98E+04 257.00 0.0 0.0 0.0 385 0.0 17379 42 #DIV/01
6 11 4.03E+04 257.03 0.0 0.0 0.0 38.7 0.0 17475 42 #DIV/01
9 24 4.23E+04 257.14 0.0 0.0 0.0 395 0.0 17843 43 #DIV/0!
12 40 4.66E+04 257.38 0.0 0.0 0.0 41.1 0.0 18601 45 #DIV/01
15 58 5.39E+04 257.76 0.0 0.0 0.0 435 0.0 19782 48 #DIV/0!
78 75 6.42E+04 258.26 5.6 5.6 305 46.6 0.0 21332 52 98.7%
21 90. 7.67E+04 258.83 31.1 31.1 54.1 49.7 0.0 23016 56 83.8%
24 101 8.73E+04 259.27 52.1 59.6 67.1 52.1 0.0 24328 59 73.4%
27 108 9.62E+04 259.63 53.9 86.4 76.0 53.9 0.0 25357 62 73.5%
30 109 1.06E+05 260.01 55.8 117.9 84.3 55.8 0.0 26422 64 73.7%
33 104 1.15E+05 260.36 64.0 150.4 91A 57.5 65 27414 67 71.1%
36 94 133E+05 260.62 73.3 175.8 96.3 58.7 14.6 28131 68 68.1%
39 82 1.26E+05 260.75 78.8 189.2 98.7 593 19.5 28491 69 66.4%
42 72 1.27E+05 260.77 79.7 1913 99.1 59A 203 28549 69 66.2%
45 63 1.26E+05 260.72 775 186.2 98.2 59.1 18.4 28412 69 66.8%
48 55 1.23E+05 260.63 73.6 176.6 96A 58.7 14.9 28152 68 68.0%
51 48 1.20E+05 26051 68.9 164.6 94.2 58.1 10.8 27818 68 69.5%
54 42 1.16E+05 260.37 64.2 151.2 91.6 575 6.7 27438 67 71.0%
57 37 1.12E+05 260.22 59.9 1373 88.7 56.8 3.1 27025 66 72.5%
60 32 1.07E+05 260.06 565 123.0 855 56.0 0.5 26586 65 73.5%
63 28 1.03E+05 259.90 55.2 108.3 81.9 55.2 0.0 26112 63 73.7%
66 24 9.82E+04 259.71 543 925 77.7 54.3 0.0 25573 62 73.6%
69 21 9.28E+04 259.49 53.2 75.7 72.7 53.2 0.0 24964 61 73.5%
72 19 8.70E+04 259.26 52.0 58.7 66.8 52.0 0.0 24291 59 73.4%
75 16 8.10E+04 259.01 42.1 42.1 59.8 50.7 0.0 23559 S7 77.8%
78 14 7.64E+04 258.81 30.3 30.3 53.6 49.6 0.0 22972 56 84.3%
81 12 7.35E+04 258.68 23.5 235 49.2 48.9 0.0 22597 55 88.4%
84 11 7.15E+04 258.60 19.1 19.1 45.9 485 0.0 22335 54 91.1%
87 10 7.01E+04 25853 16.0 16.0 433 48.1 0.0 22137 54 93.0%
90 8 6.89E+04 258.48 13.6 13.6 41.1 47.8 0.0 21979 53 94.4%
93 7 6.79E+04 258.43 11.8 11.8 39.1 475 0.0 21847 53 95.5%
96 6 6.71E+04 258.40 103 10.3 37A 47.3 0.0 21734 53 96.3%
99 6 6.64E+04 258.36 9.0 9.0 35.8 47.1 0.0 21635 53 97.0%
102 5 658E+04 258.33 8.0 8.0 34.3 47.0 0.0 21547 52 97.6%
105 4 6.52E+04 258.31 7.1 7.1 33.0 46.8 0.0 21469 52 98.0%

I SEDIMENT POND #3
EMERGENCY SPILLWAY
THE EMERGENCY SPILLWAY IS DESIGNED TO CARRY THE 100yr-24hr
STORM MINUS WHAT THE PRINCIPAL SPILLWAY CARRIES.
EMERGENCY SPILLWAY INVERT (FT.) = 262.0
MAX. DEPTH OF EMERGENCY SPILLWAY(FT.) = 1.0
WIDTH OF EMERGENCY SPILLWAY (FT.) = 10.0
MAX. FLOW (Q) = 20.3 CFS Cw = 3.0 -BROADCRESTED WEIR
Q = Cw*L*H^(3/2)
L = Q/(Cw*H^(3/2)) L = 6.767
' USE LENGTH = 10.0 FT
CALCULATE TOP OF DAM:
NOTE: A MINIMUM OF 12" OF FREEBOARD WILL BE BETWEEN THE DEPTH OF FLOW
OVER THE EMERGENCY SPILLWAY AND THE TOP OF THE DAM.
MINIMUM TOP OF DAM = 262.0 FT
i DESIGN ANTI-FLOATATION BLOCKS
NOTE: CONCRETE BLOCKS IS SIZED SUCH AS TO WEIGH 1.1 TIMES
THE WEIGHT OF WATER DISPLACED BY THE RISER.
n
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DIAMETER OF RISER = 48.0 INCHES
HEIGHT OF RISER = 5.0 FT
VOLUME OF RISER (FT.) _ (h*Pi*d^2)/4 = 62.8 CUBIC FEET
EQUIVALENT POUNDS OF WATER = 3921. POUNDS
VOLUME OF CONCRETE REQUIRED = 1.21 CUBIC YARDS
DEWATERING HOLES
NOTE: THE BOTTOM HALF OF THE RISER SHALL BE PERFORATED WITH
0.5 INCH HOLES WITH A SPACING OF APPROXIMATELY 3 INCHES
IN EACH OUTSIDE VALLEY. THE PERFORATED SECTION SHALL
BE COVERED WITH A 2 FOOT THICK BLANKET OF 0.5 INCH TO
0.75 INCH GRAVEL OR PREFERABLY NCDOT STANDARD #57 OR
#5 WASHED STONE.
SEDIMENT POND 46
ANTI-SEEP COLLAR
NOTE: ANTI-SEEP COLLARS WILL BE PLACED NO CLOSER THAN 2 FEET FROM
A PIPE JOINT. THE COLLAR WILL PROJECT A MINIMUM OF 1.5 FEET
FROM THE PIPE AND SHALL BE CONSTRUCTED WITH WATER TIGHT
CONNECTIONS.
ANTI-SEEP COLLAR SIZE = 5.5'x 5.5'
BARREL
SIZE = 30 INCHES
INVERT IN = 253.0 FT (ELEV.)
SLOPE= 0.067 %
LENGTH= 75.0 FT
INVERT OUT = 248.0 FT (ELEV.)
RIP-RAP APRON FOR OUTLET FOR THE 25yr-24hr STORM
Q= 55.8 CFS
PIPE DIAMETER = 30 INCH
LENGTH OF APRON = 24.0 FT -- (FROM FIGURE IN NC SEDIMENT & EROSION
d50 = 9 INCH CONTROL MANUAL)
dmax = 15 INCH
DEPTH OF RIP-RAP = 1.5*dmax = 1.88 FT
UPSTREAM WIDTH = 3*DIA. = 7.50 FT
DOWNSTREAM WIDTH = 26.50. FT
TRASH GUARD DIAMETER
SIZE = 60 INCH
1
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State of North Carolina
Department of Environment, Health, and Natural Resources
Raleigh Regional Office
James G. Martin, Governor
William W. Cobey, Jr., Secretary
Edmond John Maguire
Regional Manager
DIVISION OF LAND RESOURCES
November 17, 1992
Wake County
PO Box 550
Raleigh, NC 27602
ATTN: Richard Y. Stevens
Dear Mr. Stevens:
RE: Letter of Approval
Project Name: North Wake Landfill Borrow
Location: Wake County (Raleigh)
Submitted by: CDM
Date Received: 11-12-92
Date Processing Initiated: 11-12-92
New Submittal (X) Revised ( )
This office has reviewed the subject Erosion and Sedimentation Control
Plan.. We find the plan to be acceptable and hereby issue this letter of
approval. If any modifications, performance reservations, or recommendations
are applicable, a list is enclosed and is incorporated as a part of this
letter of approval. If any modifications are not incorporated into the plan
and implemented in the field, the site will be in violation of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute,
hereinafter NCGS, 113A-61.1).
The land-disturbing activity described in the plan for this site may be
subject to the approval of other Local, State or Federal agencies. This could
include the Division of Environmental Management under stormwater or other
water quality regulations, the U.S. Army Corps of Engineers under Article 404
jurisdiction, county, city or town agencies under other local ordinances, or
other approvals that may be required. The approval issued in this letter
cannot supersede any other required permit or approval.
Since this project will disturb five or more acres, one such required
approval relates to the stormwater that will discharge from your project.
This runoff must be permitted pursuant.to the National Pollutant Discharge
Elimination System (NPDES) administered in North Carolina by the Division of
Environmental Management, hereinafter DEM. Attached is a Notice of Intent
form, hereinafter NOI, for requesting coverage under the General Permit issued
by DEM for the discharge of stormwater from construction activities. Prior to
beginning construction activity on this project, the completed NOI form with
the required fee and signatures must be submitted to DEM at the address shown
on the form.
3800 Barrett Drive, Suite 101 • Raleigh, N.C. 27609
Tcicphonc [phone] 0 PAX Numbcr [phone]
An Equal Opportunity Affirmative Action Employer
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Mr. Stevens
November 17, 1992 ,
Page 2
Please be advised that Title 15A, North Carolina Administrative Code,
4B.0018(a) requires that a copy of the approved plan be on file at the job
site. Also, please consider this letter as notice in accordance with the '
requirements of NCGS 113A-61.1 concerning our right to perform periodic
inspections to ensure compliance with the approved plan.
North Carolina's sedimentation pollution control program is performance !
oriented, requiring protection of the natural resources and adjoining
properties. If at any time during this project it is determined that the
Erosion and Sedimentation Control Plan is inadequate to meet the requirements
of the Sedimentation Pollution control Act of 1973 (NCGS 113A-51 through 66),
this office may require revisions in the plan and its implementation to ensure
compliance with the Act. '
Please note that this approval is based in part on the accuracy of the
information provided concerning financial responsibility. You are requested
to file an amended Financial Responsibility Form if any changes become
necessary. In addition, it would be helpful if you would notify this office ?
of the proposed starting'"date for the activity at the subject site.
Your cooperation is appreciated and we look forward to working with you '
on this project.. If there are any questions, please do not hesitate to
contact this office..

Sincerely,

Tim Holland
Assistant Regional Engineer ,
Land Quality Section
Raleigh Regional Office
TH/gb
cc; Joseph Wiseman, Jr., P.E.
Division of Solid Waste Management ,
s

CDM
environmental engineers, scientists,
planners, & management consultants
September 16, 1993
"1
401 ISS,
CAMP DRESSER & McKEE
Carolina Corporate Centre
5400,Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
919 787-5620, Fax: [phone]
Water Quality Planning
Division of Environmental Management
NC Department of Environment, Health, and Natural Resources
Post Office Box 29535
Raleigh, North Carolina 27626-0535
Attn: John Domey
Re: Addendum No. 1 - Section 401 Water Quality Certification
North Wake Sanitary Landfill - Wake County, North Carolina
Wake County Solid Waste Management Division
Dear Mr. Dorney:
SEP 171993
DS WWI
WA AIIAI ITY CFI TIMI
Please find enclosed seven copies of this letter and the Letter of Approval from the NC
Division of Land Resources for modifications to the North Wake Landfill erosion control
plan. Camp Dresser & McKee submitted an amended erosion control plan assuming that
the County will receive the necessary permits to fill the drainage feature (Area C) that cuts
into the center of the property. If the permits are not obtained, the County will not
operate under this amended plan. Please add this approval letter as Addendum No. 1 to
the County's Section 401 Water Quality Certification application which was sent to you
last week.
If you have any questions or need any additional information, please do not hesitate to
contact me.
Very truly yours,
CAMP DRESSER & McKEE
fir-` Oseph F. Wiseman, Jr., P.E.
JFW/jfw
cc: Phil Carter, Director, Wake County Solid Waste Management Division
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7
State of North Carolina
Department of Environment,
Health and Natural Resources
Raleigh Regional Office
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
Boyce A. Hudson, Regional Manager
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DIVISION OF LAND RESOURCES
September 13, 1993
Wake County
PO Box 550
Raleigh, NC 27602
ATTN: Richard Y. Stevens
RE: Letter of Receipt for Revised Plan
Project Name: North Wake Landfill
Location: Wake County (Raleigh)
Submitted by: Camp Dresser & McKee
Date Received: 9-9-93
Date Processing Initiated: 9-9-93
Dear Mr. Stevens:
This office has received a Revised Erosion and Sedimentation Control Plan
for the subject project in accordance with the Sedimentation Pollution Control
Act of 1973.
Please be advised that this Act requires that the approving authority
must approve or disapprove a revised plan within 15 days of receipt of a
complete application (Date Processing Initiated). Failure of the approving
authority to approve or disapprove the submitted plan within the 15 day period
will be deemed approval of the plan.
Pending approval, commencement or continuation of any land-disturbing
activity associated with this project is subject to the conditions of our
previous correspondence.
We will complete our review of the proposed plan as soon as possible and
will notify you concerning approval or disapproval. If you have any
questions or need additional information please do not hesitate to contact
this office at 919/571-4700. Your cooperation in this matter is appreciated.
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: -EE` Sincerely,
.17z- ? I
SAP
cc: Mark Hargrove
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J n//L. Holley, Jr., P.E., CjPESC
R6glonal Engineer
Land Quality Section
3800 Barrett Drive, Suite 101, Raleigh, North Carolina 27609 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer W% recycled/ 10% post-consumer paper
State of North Carolina IT
Department of Environment,
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A & "',
Health and Natural Resources
Raleigh Regional Office
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary [D E H N F=t.
Boyce A. Hudson, Regional Manager
DIVISION OF LAND RESOURCES
September 14, 1993
Wake County
PO Box 550
Raleigh, NC 27602
ATTN: Richard Y. Stevens
RE: Letter of Approval
I cm""! ^1Project Name: North Wake Landfill
'ILocation: Wake County (Raleigh)
...Submitted by: Camp Dresser & McKee
Date Received: 9-9-93
Date Processing Initiated: 9-9-93
New Submittal ( ) Revised (X)
SEP i? 4
Dear Mr. Stevens: -
This office has reviewed the subject Erosion and Sedimentation Control
Plan. We find the plan to be acceptable and hereby issue this letter of
approval: if any modifications, performance reservations, or recommendations
are applicable, a list is enclosed and is incorporated as a part of this
letter of approval. If any modifications are not incorporated into the plan
and implemented in the field, the site will be'in violation of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute,
hereinafter NCGS, 113A-61.1).
The land-disturbing activity described in the plan for this site may be
subject to the approval of other Local, State or Federal agencies. This could
include the Division of Environmental Management under stormwater or other
water quality regulations, the U.S. Army Corps of Engineers under Article 404
jurisdiction, county, city or town agencies under other local ordinances, or
other approvals that may be required. The approval issued in this letter
cannot supersede any other required permit or approval.
Since this project will disturb five or more acres, one such required
approval relates to the stormwater that will discharge from your project.
This runoff must be permitted pursuant to the National Pollutant Discharge
Elimination System (NPDES) administered in North Carolina by the Division of
Environmental Management, hereinafter DEM. Attached is a Notice of Intent
form, hereinafter NOI, for requesting coverage under the General Permit issued
by DEM for the discharge of stormwater from construction activities. Prior to
beginning construction activity on this project, the completed NOI form with
the required fee and signatures must be submitted to DEM at the address shown
on the form.
3800 Barrett Drive, Suite 101, Raleigh, North Carolina 27609 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
-I ? -1
Mr. Stevens
September 14, 1993
page 2
Please be advised that Title 15A, North Carolina Administrative Code,
4B.0018(a) requires that a copy of the approved plan be on file at the job
site. Also, please consider this letter as notice in accordance with the
requirements of NCGS 113A-61.1 concerning our right to perform periodic
inspections to ensure compliance with the approved plan.
North Carolina's sedimentation pollution control program is performance
oriented, requiring protection of the natural resources and adjoining
properties. If at.any time during this project it is determined that the
Erosion and Sedimentation Control Plan is inadequate to meet the requirements
of the Sedimentation Pollution Control Act of 1973 (NCGS 113A-51 through 66),
this office may require revisions in the plan and its implementation to ensure
compliance with the Act.
Please note that this approval is based in part on the accuracy of the
information provided concerning financial responsibility. You are requested
to file an amended Financial Responsibility Form if any changes become
necessary. In addition, it'would be helpful if you would notify this office
of the proposed starting date for the activity at the subject site.
Your cooperation is appreciated and we look forward to working with you
on this project. If there are any questions, please do not hesitate to
contact this office at 919/571-4700.
Sincerely,
Tim Holland
Assistant Regional Engineer
Land Quality Section
Raleigh Regional Office
TH/gb
cc: Mark Hargrove
Bob Harding
Tim Donnelly, P.E.

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Mr. John Dorney
September 8, 1993
Page 2
CAMP DRESSER & McKEE
If you have any questions or need any additional information, please do not hesitate to call
me. On behalf of CDM and the Wake County Solid Waste Management Division, we
appreciate your assistance with this project.
Very truly yours,
CAMP DRESSER & McKEE
1
oseph F. Wiseman, Jr., P.E?
JFW/jfw
cc: Phil Carter, Director, Wake County Solid Waste Management Division
Printed on recycled paper