4101_Guilford_HighPoint_MSWLF_PostClosurePlan1994_FID1575252_20210406

-- T Consultants
4
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POST CLOSURE PLAN
CITY OF HIGH POIN`s , N.
R I VERDALE DRIVE LANDFILL
APRIL, 1994
5308 Memory Lane • Durham, North Camlina 277I2 • (919) 4 79-0591

■■
W Environmental
T Consultants
Hr. Dexter Matthews, CnIel
Solid Waste Section
State of North Carolina
Department of Environment. Health. and Natural Resources
P.O. Box 27687, Raleign. N.C. 27811-7e87
April 199�
Re POat Closure Plan
Riverdale Dri�,a _andf,;•
;1ty of Nigh Po:;tit.
PArrn r L N0 -1. i -X)
Dear Mr. Niatthews:
On Uer.al otn.� ,y „ "; ;n Point. w? n r a 0 , 3•J01111 t .n.•.�rn,at,:;r.
�•�'�� n� .dg i l .1 '1 Q:illr'— is .:1. _ t a.n:; 9 is i.in fCr
+� na;- ir.w'udea drawing.; -ildic3t;rig tn� . i ty's :'farts Lr3
:ietprin i nr the f i na I cover' 11w f i ens ! es ! n t h I s 1 3:l ; i 1 1 :, and a I •;o
"as built" drawings snowing `lnai contour-3 For the closed
landfill.
Highl lghtea 1 S the cb acre of pa .nat ..i ."d waste u,—.wN—:r!
October 9. 1991 and Ortco,— ; y:i,;.
If yoga have any questions. or require-Jd,3ltlon3E !n'ormat:on.
Please do not hesitate to call.
;incereiy;
:h.ar=1 '�►.orad. P.E.
5308 Memory Lane • Durham, North Carolina 27712 • [phone]

MAPQATIVF
PROJECT DESCRIPTION
The purpose of this report is to assist in Final Closure and
Post -Closure Care for the Riverdale Drive Landfill (MSWLF), owned
and operated oy t<'1e City of Nign Point. Approximately 130 acres
are affected by this plan. After October 9, 1991 , and prior to
Octcoer 9. 1993 . only 26 acres have oeen utilized for solid
waste disposal.
This MSWLF fal;a under ootn Category 1 ( the original 130 acres).
ana Category I. t 26 acres between October 9. 1991 and
Dctooer 9. 19a3 1.
Ciosure conditions for Category 1 -MSWLF units include only
lanc," ill units which receiver3 waste prior to October 9, 1991. and
r.c i ude the `o. lowing req•.: rements anC are being monitored by WWT
ENV I RpNME.NTAL CONSULTANTS.
,A. -inal contour requireirents. as specified in the permit.
,Bl Final. cover requirements. tmo :21 teet of compacted earth,
unless thickness and permeability are specified in the permit
conditions.
C, Permanent erosion control measures, as necessary to prevent
silt trom inoving o`t-site and excessive on -site erosion, as
specified in the permit.
tD1 Drainage control measures. as necessary to prevent the
impoundment or surface water over waste, as specified in the
permit.
rEj /Pgetation requirement7. stabt1ieation with native grasses.
or a; specified in the permit.
(F1 Leachate control, containment on -,tie or properly discharged
oft -site. as specttied in the permit.

Closure conditi❑ns for Category 2 MSWLF units include landfill
units which received waste after ❑ctober 9, 1991 and prior t❑
October 9. 1993 include the following requirements; these are
also being monitored by WWT ENVIRONMENTAL CONSULTANTS.
New and existing MSWLF units and lateral expansions shall install
a cap system that ;s designed t❑ minimize Infiltration and
erosion. The cap system steal: be designed and constructed to:
:A; Have a permeaoility of less than or equal to the permeability
of any base liner system or the In situ subsoils underlaying
the landfill, or the permeab;=:ty specified for the final
cover In the effective perms?. or a permeability no greater
than 1 t 10-5 cm/sec. Nhlcnever is less.
€°I Minimize ;of i ItratIon through the closed MSWLF by the use of
9 !ow-wermeab;l;ty carrier that contains a minimum of 15
inane, of earthen material; an❑
Sj Minimize erasion of tre cap system and protect the Iow-
permeao;;ty barrier from root penetrati❑n by use of an
erosion layer that contains a minimum ❑f six inches of
earthen material that Is capable ❑f sustaining native plant
growth.
:Spec:flc conaltions regarding the Closure/Post-Closure plan for
the Riverdale Drive Landf;ll,Perm;t 4 41-01, are included in the
tollowyng approval setter from the Division of SoliU Waste
Management. dated September 9. 1991.

FINAL COVER
Final cover for the portion of the landfill which falls under
Category 1 - approximately 104 acres, requires a minimum of two
(2) feet of compacted earth.
In order to ensure compliance with this requirement, the City
provided a 50' by 50' grid over t`ie entire 100+ acre area via
field survey. Stakes were providec at each grid location and each
location was augered. oy machine or uy hand, as required.
Existing deptn of zover was noted on the stakes ano recorded in
the survey notes, Maps of this survey have been provided to the
Operator and are included in this submittal. The City i5
currently correcting areas defecient in final cover; all wcrk is
being monitored by a registered engineer.
ina. sovar 4n- t.ne .area undar Ca7ugory t - approi imateIy 20
acres, requires a minimum of 13 :riches of zompacteo earth witn a
permeability of no greater t"an 1 - 10-5. and o inches of soi;
capable of sustaining native plant growth.
This requirement is tieing assurer at the Riverdale Drive MSJLF in
three ways:
i1d Representative samples have been taken from native soil
stockpiles. These samples have peen analyzed in the
laGofatori for permeability v5. percent compaction.
Ili R "roller pass" has been conducted in the field to determine
the optimum number of passes of the compaction equipment to
achieve maximum compaction.
t3) In situ samples of the final cap are being taken at random
via Shelby Tube to verify the permeability of the cap system.

The City of High Point will continue monitoring the Riverdale Road Landfill according to the
following plan The plan includes groundwater, surface water, and explosive gas monitoring.
The initial term for post -closure monitoring is five (5) years.
1.0 WATER QUALITY MONITORING
Water Quality monitoring will be performed on a semi-annual basis. Based on the analytical results,
the City of Hgh Point may request approval from the Division of Solid Waste Management to modify
the number of sampling locations and parameters.
The following list of wells and surface water stations will be collected during our next sampling event.
Sample Location
Inorganics
SW-846:
8240
MW- I
X
X
MW-3 A
X
X
MW-3C
X
X
Mw-4
X
X
MW-5
X
X
MW-9
X
X
MW-1 a
X
X
MW-1 I
X
X
MW-12A
X
X
MW-12B
X
X
SW- I
X
X
SW-2
X
X
SW-3
X
X
SW-4
X
X
SW-5
X
X
SW-6
X
X
SW-7
X
X

The inorganic constituents proposed for analysis are specified below:
Arsenic
Barium
Cadmium
Chromium
Lead
Mercury
Iron
Manganese
Zinc
Chloride
Nitrate
Sulfate
Total Dissolved Solids (TDS)
In addition to the inorganic constituents listed above, all surface water samples will include Biological
Oxygen Demand (BOD) and Chemical Oxygen Demand (COD).
Methods 8240 will evaluate all of the constituents listed for this method in SW-846. Field
determinations of pH, specific conductance and temperature will be provided.
The following methods will be used for analysis of the inorganic and indicator parameters:
Barium
Method 6010, revision 1
Cadmium
Method 6010, revision 1
Chromium
Method 6010, revision 1
Iron
Method 6010, revision I
Manganese
Method 6010, revision I
Zinc
Method 6010, revision 1
Arsenic
Method 206.2 CLP-M
Lead
Method 239.2 CLP-M
Mercury
Parameter
Method 245.1 CLP-M
Method
Chloride
Method 325.3, titration
Nitrate
Method 353.2
Sulfate
Method 426C
TDS
Method 160.1
BOD
Method 507
COD
Method 410.4 Hach Ampule Method
pH (field)
Presto Tek meter
Conductivity (field)
Presto Tek meter
Temperature (field)
Presto Tek meter

The majority of the wells at the landfill have been equipped with dedicated ISCO stainless steel,
Teflon bladder pumps. A few wells do not have bladder pumps and will be sampled with disposable
Teflon bailers.
2.0 EXPLOSIVE GAS MONITORING
While not specifically required by 15A NCAC 13B .0500, the City of High Point proposes to monitor
for concentrations of methane at the property line and in facility structures. Following an assessment
of site conditions, permanent gas monitoring probes will be located and installed at or near the
property line. Probe locations will target Priority Zones where gas migration is most likely and would
represent a significant risk to the public health The probes will be secured with locking caps. Probe
installation and completion details will be documented in a report. Ambient air monitoring will be
conducted in all enclosed facility structures.
Explosive Gas monitoring wiH be conducted on a semi-annual basis. The following field
measurements will be obtained and recorded for each event:
■ Field conditions
• Weather
• Relative soil moisture, wet, moist, dry
• Barometric Pressure
• Percent Lower Explosive Limit (LEL) for methane
If the LEL exceeds 100% in a monitoring probe, probe pressure and the total concentration of
methane will be measured and recorded.
1!1zk.- :�-

PERMANENT EROSION CONTROL MEASURES
Permanent erosion control is adresseo in the Erosion and Sediment
Control Notebook submitted by Tribble & Richardson Inc. , dated
March, 19922. (See Appendix)

DRAINAGE CONTROL MEASURES
All dra;nage control s based on the 25 year storm, as adressed
in the previously described Erosion and Sediment Contr❑l
Notebook. (See appendix).

VEGETATI❑N REQUIREMENTS
Vegetation stabilization is being accomplished in accordance with
the approved Erosion and Sediment Control Notebook. (See
Appendix).

I~EACHATE CONTROL
See the following letter to Mr. Steve Mauney of QEM Water Quality
Section, WSRO, regarding leachate control,

March 2, 1994
Mr. Steve Mauney
DEM Water Quality Section, WSRO
8025 North Point Blvd.
Winston-Salem, NC 27105
RE: Riverdale Road Landfill
Leachate Management
Dear Mr, Mauney:
The City of High Point stopped receiving waste at the Riverdale Road Landfill October 6, 1993.
Currently, the City is completing closure of the landfill and preparing a post -closure plan for
continued maintenance of the facility. Construction of a cap system to minimize infiltration into
the landfill and contain the waste is a primary component of the closure plan. This cap system
is being constructed to meet North Carolina's requirements, established for protection of the
public health and environment+ 'the City of High Point will maintain the cap system during post -
closure to meet the protective standards. Environmental Investigations (EI) is assisting the City
in preparing the post -closure plan.
In addition to the minimum requirements, the City has installed additional structures in the
landfill. Collection pipes and storage tanks have been installed to contain and control isolated
leachate seeps from areas of the landfill. This collection system has been successful in protecting
local drainage features from surface contamination. The post -closure plan will address
management issues for this perimeter leachate system.
Presently, we are evaluating the treatment and disposal options according to DEM's Guidance
For Evaluation Of Wastewater Disposal AIternatives - Landfill L.eachare. The Riverdale Road
Landfill is not a lined landfill, and accordingly, does not qualify for leachate recirculation under
15A NCAC 13B. Likewise, we have evaluated the feasibility of subsurface discharge and spray
irrigation and determined that transport of leachate will be required even if suitable land is
available in the area. While evaluating the feasibility of direct sewerage, we believe that the
most practicable approach is to transport leachate to the Eastside WWI'P for treatment_ The
landfill is located adjacent to the Eastside WWTP, across Riverdale Road.
The leachate collected in the perimeter system is stored in five (5) tanks prior to transport- The
Industrial Waste Program for the Eastside Plant has authorized discharge of the leachate from the
Riverdale Road Land#111 according to Permit No. 0113.. This permit defines truck transport as
the approved discharge method.

Mr. Steve Mauney
March 2, 1994
page 2
Learhate is transported directly to the plant in a 6,000 gallon tanker truck operated by the City.
Daily records are maintained for the volume of leachate transported and discharged into the
WWI?. The tanker trunks discharge directly into a manhole at the treatment plant. The Eastside
WWTP processes 11 Mgpd. The permit authorizes a maximum discharge of 10,000 gallons/day
and requires periodic testing. Currently, the City is discharging an average of 10,000 to 12,000
gallons/week. Ei expects the amount of leachate to deacase when the cap system is completed
and permanent vegetation. is established.
The collection and treatment of leachate at the Riverdale Road Landfill is necessary to prevent
contaminant releases which would directly impact water quality. In behalf of the City of High
Point, we respectfully request approval from the Division of Environmental Managemcnt to
manage leachate according to the plan outlined in this letter. Should you have any questions
regarding this request please call me.
Sincerely,
Gary W. Ahlberg
Solid Waste Programs
cc: Mr. John Butcher
Mr. Petry A. Kairis
E-wRONMENTAL INVESTIGATIONS, Pam. • 2327 Eng"ert Drive, 5ui[e 1, Durham, NC 27713 . TEL (9I9) 544-7500 • F.kX (919) 54 4-2199

1 �
State of North Carolina
Department of Environment,
Health and Natural Resources
Winston-Salem Regional Office
.lames B. Hunt, Jr.. Governor
Jonathan B. Howes, Secretary
Leesha Fuller, Regional Manager
L r
1WM IF
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ID FE F1
DIVISION OF ENVIRONMENTAL MANAGEMENT
March
Mr. Lewis Price, City Manager
City of High Point
P.O. Box 230
High Point,North Carolina 27261
31 1crc a� cam'
1 • . j
SUBJECT: Pump and Haul Permit for Riverdale Landfill Leachate from
the Site's Holding Facilities via the Transfer Facilities to the
Eastside High Point WWTP, Guilford County
Dear Mr. Price:
This letter is in reference to the above mentioned Pump and Haul
Permit which the county has applied for. The leachate from the
landfill will be collected in a series of tanks and small holding
ponds. Due to the revision of Division policy regarding the pumping
and hauling of industrial wastewater, a Non -Discharge permit for
pump and haul activities will not be required if the collected
industrial wastes are transported to and treated by a wastewater
treatment facility that has a valid NPOES, Non -Discharge,
Pretreatment or other agency permit that would allow the acceptance
and treatment of similar wastewater.
Because your project fits this description, the permit applied for
is not necessary and the project permit application was returned
and a refund of the processing fee was sent.
As part of the Pump and Haul approval process, the receiving
facility must indicate acceptance of the subject waste stream via
a formal acceptance letter and the entity requesting permission to
pump and haul must make a written request to this office. Your
submitting of the Pump and Haul application will be accepted as the
written request on your part, and the "General Permit for
Wastewater Discharge Permit No. 0113" issued by the City indicates
their willingness to accept the waste.
The Permit was written in accordance with the City Sewer Use
Ordinance/Pretreatment Program and finalizes the terms and
conditions of their acceptance of the wastewater generated at the
the Riverdale Landfill.
8C25 raorth Point BoUevcyd. mite 100. Winston-Salem, North Carolina 27106-3203
Telephone [phone] FAX [phone]
An Equai Opportunity Attvmaiiva Ac'+on ErnpioYvr " reeyGedl 10%pml-conz afar per

Mr. Louis Price
Pump and Haul
Page 2
Please be aware that the
proper transportation of the
HighPoint WWTP. In addition,,
to this activity may be used
Environmental Managemennt to
pump and haul activities.
City will remain responsible for the
wastewaterlleachate to the East Side
any environmental impacts attributed
as justification for the Division of
request termination of the subject
If you have any questions, please do not hesitate to contact
Jim Johnston. Art Hagstrom or me at [phone].
Sincerely,
16 '.M. Steven MZney
Water Quality Supervisor
cc: Linwood E. O'Neil. P.E.
Carl D. wills, P.E.
Nancy Owens
Central Files
WSR❑

"""ID', � A

t�4
State of North Carolina
Department of Enviroament, Health, and Natural Resources
Division of Solid Waste Management
P.O. Box 27687, Raleigh, North Carolina 27611.7687
James G. Martin, Governor
WdUam W. Cobc% Jr., S=etely
Mr. Carl Wills, Public
City of High Point
P.O. Bax 230
High Point, NC 27261
September 9, 1991
Works Director
Wiliam L Mc
Direr
RE: Closure Plan, City of High Point Landfill, Guilford County,
Permit #41-01
Dear Mr. Wills:
The attached Closure Plan for the referenced facility is
approved in accordance with G.S. 130A-294, subject to the following
conditions:
(1) Remaining permitted capacity shall be limited to the
approved final contours, not to exceed two years from the
approval date.
(2) Leachate collected from the landfill shall be disposed at
the Eastside Wastewater Treatment Plant in accordance with
all pertinent requirements.
(3) A minimum of four (4) feet of compacted soil, two (2) feet
of which is soil from the Kersey Valley Borrow Area, shall
be placed in areas of exposed rock (Area A) prior to
disposal.
(4) Final cover shall be at a minimum, two (2) feet of
compacted soil as defined in the approved plan as soil from
Kersey Valley Sorrow Area.
For the referenced facility, an on -going investigation of ground
and surface water contamination in accordance with the
Administrative Agreement on Consent signed by the City of High
Point effective June 25, 1991, shall determine specific
post -closure requirements. At a minimum, past -closure necessary
maintenance for this facility shall consist of whatever
measures, procedures, and activities are required to maintain

PPR 07 '92 16:21 N C SOLID WASTE
191 P02
Mr. Cara. Wills
September 9, 1991
Page 2
this facility in compliance with those closure conditions
Specified within this Letter. In addition, upgraded performance
and design standards for the final cover system may he required
as a result of this investigation. Specific past -closure water
quality monitoring requirements shall be determined after
completion of the on -going investigation.
If there are any questions, please contact Jim Coffey at (919)
733-0692.
Sincerely,
i)Z62 w��
Dexter Matthews, Chief
Solid Waste Section
cc: Julian Foscue
Jiff Rodgers
V fm Coffey

AP°Eyn;f o

WATER AND SEWER
DEPARTHM
WASTEWATER DISCHARGE PERMIT
Central Laboratory Services
P.O. Box 230
High Point, N.C. 27261.
[phone]
INDUSTRIAL
WASTE PROGRAM
In compliance with Section 8 of the High Point City Code, North
Carolina General Statute 143-215.1 and other lawful standards and
regulations adopted by the City of High Point and the North
Carolina Environmental Management Commission,
High Point Landfill
is hereby issued Permit No.
0113
and authorized to discharge from a facility located at
5873 Riverdale Road
Jamestown, NC 27282
int❑ the High Point sanitary sewer system which conveys was-
tewater to the Eastside Treatment Plant and ultimately to
Richland Creek pursuant to NPDES Permit No. 0024210. This dis-
charge shall be in accordance with the Process Description, Ef-
fluent Limits, Schedule ❑f Compliance, Monitoring and Reporting
and other'Conditions set forth in Parts I through VII of this
Permit.
This Permit shall become effective on December 11 1992.
This Permit.,and the authorization to
midnight on June 30, 1994.
D'.Y
Linwood E. O'Neal, E.
Director of Water and Sewer/Utilities
High Point, N.C.
discharge shall expire at

." p Z E 1; D : . -,

VWV
State of North Carolina
LACY K THORNBURG Department of Justice
ArMR`"ffY GENePA6 P.O. BOX 629
RAL SIGH
2 602.0629
June 26, 1991
Stephen W. Earp
Smith Helms Mulliss & Moore
Attorneys at Law
Post office Box 21927
Greensboro, North Carolina' 27420
R£: City of High Point Administrative
Consent Order
Dear Steve:
or.;�raR
Enclosed is a copy of the Administrative Consent Order
signed by both parties. I am also sending a copy to Carl
Wills at the City. Unless you have some abjection, I will
file a copy of the Consent Order with the office of
Administrative Hearings. I trust that you will f ile a
Notice of Withdrawal. of Petition for Hearing in the
contested case.
We hope that the ground water study will soon be under
way. Thank you for your efforts to keep this matter in a
settlement mode. Working with you has been pleasant and
productive.
Sincerely yours,
LACY H. THORNBURG
Attorney General
Nancy E Z: t t
Assistant Attorney General
NES:gg
Enclosure
cc: Carl Wills (w/enclosure)
r
Ari Equal ACNOrl E:npP)yer

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT,
HEALTH AND NATURAT, RESOURCES
SOLID WASTE MANAGEMENT DIVISION
SOLID WASTE SECTION
COUNTY OF GUILFOR❑ )ADMINISTRATIVE CONSENT ORDER
IN RE: CITY OF HIGH POINT ) DOCKET NUMBER 91-SA-1
SANITARY LANDFILL j
I. Jurisdiction
ThIs �'�=T-i x _mot-_o Ccngent nrde= is : cS„-4 1-0 ;he
North Carolina Solid Waste management Act, N.C.G.S. 130A■ Article
- - --9-("the Act"), -and rules codified at..15A N.C.-Admin. Code 13B
("the Rules"). William L. Meyer, Director of the Division of
Solid Waste Management ("the Division") has been delegated the
authority to implement the Solid Waste Management Program under
the Act and Rules.
II.. Statement of _Pulpose �
This Order is issued for the purpose of conducting an
initial investigation of contamination of the ground water and
surface water in the vicinity of the sanitary landfill owned and
operated by the City of High Point in the County of Guilford,
North Carolina. This Order is entered without prejudice to the
Division's right to order the City to conduct any further study
or remedial activity which inay be necessary at this site, and
without prejudice to the City's right to raise any defenses to
any such orders by the Division.
III. Findings of Fact
The Division finds the following facts based upon
information ayiailable at the effective date of this Order.

A. The City of High Point (•the City") owns and operates a
sanitary landfill ("the landfill") located ❑n Riverdale Road in
Guilford County.
S. Since 1974■ (amended in 1979), the landfill has been
permitted t❑ receive solid, non -hazardous waste for disposal
under DRS Permit No. 41-01.
C. Prior t❑ the establishment of the State Solid Waste
Management Program, the City ❑perated the site for disposal ❑f
solid waste, including the operation ❑f pits where solvents were
burned ❑n the site in the late 1960's.
D. The High Point City landfill is listed in the State
Inactive Hazardous Sites Inventory (Say 1989), prepared pursuant
to N.C.G.S. S130A-310.
E. Seaboard Chemical Company ("Seaboard") is located at
5899 Riverdale Road, High Point, N.C. adjacent t❑ and south and
southwest of the landfill site. Seaboard is a facility formerly
used for the treatment and storage of hazardous waste which
operated under interim status between 1980 and 1989.
F. Analyses ❑f samples ❑f ground water taken at the
Seaboard s;.ta performed by Loth tho State Laboratory of Public
Health and a laboratory engaged by Seaboard indicated
contamination of ground water beneath the Seaboard site.
G. Analyses of stream samples taken at the Seaboard site
performed by both the State Laboratory ❑f Public Health and a
laboratory engaged by Seaboard indicate contamination ❑f the
stream that crosses the Seaboard site before entering the
landfill property.
4

H. Analyses ❑f ground and surface water samples taken at
the landfill site by the Division on November 29, 1988, and
June 19, 1989, indicated the presence of various organic and
inorganic constituents in -the ground water and in the surface
water.
I. On January 4, 1991, the Division issued an
Administrative Order ("the prior Administrative order") to the
City. The prior Administrative Order required the City to
address ground water and surface water conditions in the vicinity
❑f the landfill. This Order supersedes and replaces the prior
Administrative ❑rder.
J. ❑n ❑r about May 30, 1991, in response to the prior
Administrative ❑rder, the City submitted to the Division a Work
Plan for assessing the ground water and surface water conditions
in the vicinity of the landfill.. The Division has approved the
Work Plan, and the approved Work Plan is incorporated into this
Order as if fully set forth.
IV. Ala l tcable Law
A. 15A N.C. Admin. Code 138 .0503(2)(d)(i) states that a
sanitary landfill site shall not contravene g-aund water
standards as established in 15A N.C. Admin. Code 2L.
B. 15A N.C. Admin. Code 13B .0503(2)(c)(i) provides that a
sanitary landfill site shall not cause a discharge of pollutants
into waters of the state that is in violation of the requirements
❑f the National Pollutant Discharge Elimination System (NPDES),
under Section 402 ❑f the Clean Water Act, as amended.
3

C. 15A N.C. Admin. Code 13B .0503(2)(c)(iii) provides that
a site shall not cause non -point source pollution of waters ❑f je
the State that violates assigned water quality standards.
D. 15A N.C. Admin. Code 13B .0601 requires a solid waste
management facility to provide such ground water monitoring
capability as the Division determines to be necessary t❑ detect
the effects of the facility ❑n ground water in the area.
E. 15A N.C. Admin. Code .0602 requires a solid waste
management facility t❑ provide such surface water monitoring
capability as the ❑ivision determines to be necessary to detect
the effects ❑f the facility on surface water in the area.
F. 13A N.C. Admin. Code 13B .0201(d) requires that all
solid waste management facilities he operated in conformity with
the Solid Waste Management Rules and in such a manner as to
prevent the creation of a nuisance, insanitary conditions, or
potential public health hazard.
V. Determinations By The Division
Based upon the facts and applicable law, the Division has
determined the following:
A. Analysis of samples ❑f ground water t.ken at the
landfill on November 29, 1988, and June 19, 1989, by the Division
indicated contravention of ground water standards. The effect of
discharge of contaminated ground water on the assigned water
quality of the ❑eep River cannot be determined without further
investigation.
B. An investigation of ground water conditions in
accordance with the approved Work Plan is necessary to develop
4

additional information regarding the type, concentration, source
and extent of any contamination and its direction and rate of -k
movement.
C. The effect of surface water contamination detected at'
the landfill on the assigned water quality of the Deep River
cannot be determined without further investigation. An
investigation of surface water conditions in accordance with the
approved Work Plan is necessary to develop additional information
regarding the type, source and movement of surface water
contamination.
A. The City of High Point is hereby ordered to perform the
actions set forth in the approved Work Plan.
H. Any request for modification of the approved Work Plan
mast be submitted in writing to the Division and approved by the
Division.
C. The City of High Point shall submit to the Division a
quarterly report summarizing work completed in the approved Work
Plan.
D. Within sixty (60) days of satisfactory completion of
all elements of the approved Work Plan, the City shall submit a
final report including any proposals for further actions as may
be recommended by the City. The Division shall review the report
and may request more information or amendment as it deems
necessary.
5

VII. 5ampling, Access and' Data/Document Availability
At the request of the Division, the City shall allow split
or duplicate samples to be taken by the Division, of any samples
collected by the City pursuant to the implementation of the Work
Plan. The City shall notify the Division not less than five (5)
days in advance of any sample collection activity.
The Division shall also allow split or duplicate samples to
be taken by the City of any samples collected by the Division
during the period of performance of work associated with this
❑rder. The Division shall notify the City not less than five (5)
days in advance of any sample collection activity.
The Division shall have the authority to enter and freely
move about all property at the landfill at all reasonable times
for the purposes of, inter alia: inspecting non -privileged
records, operating logs, and contracts related to work under this
Order; reviewing the progress of the City in carrying out%the
terms of this Order; conducting such tests as the Division deems
necessary; and verifying the data submitted to the Division by
the City. The City shall permit such persons to inspect and copy
all nor_ -privileged records, files, photograohQ, documents and
other writings including all, sampling and monitoring data, in any
way pertaining to work undertaken pursuant to this Order.
Documents subject to the attorney -client privilege or attorney
work product doctrine are not subject to inspection and copying.
Vill. Delay in__R_e_rf9Mance
If any event occurs which causes delay in the achievement of
the requirements of this Order, the City shall have the burden of
R

showing that the delay was caused by. circumstances beyond the
reasonable control of the City, which could not have been
overcome by due diligence. The City shall, promptly notify the
Division's Primary Contact orally and shall,, within seven (7 )
calendar days of oral notification to the Division, notify the
Division in writing of the anticipated length and cause of the
delay, and the timetable by which the City intends to implement
these measures. If the parties can agree that the delay has been
or will be caused by circumstances beyond the reasonable control
of the City, the time for performance hereunder shall be extended
for a period equal to the delay resulting from such
circumstances.
The City shall adopt all reasonable measures to avoid or
minimize delay. Failure of the City of High Point to comply with
the notice requirements of this paragraph shall render this
paragraph void and constitute a waiver of the City's rights to
request a waiver of the requirements of this Order. Increased
costs of performance of the terms of this Order or changed
economic circumstances shall not be considered circumstances
bevond the control of the Cite. In the evert that the Division
and the City cannot agree that any delay in the achievement of
the requirements of this order, including the failure to submit
any report or document, has been or will be caused by
circumstances beyond the reasonable control of the City, the
dispute shall be resolved in accordance with the provision of -the
"Dispute Resolution" Section of this Order.
7

IX. Dispute Resolution
If the City objects to any notice of disapproval or decision-&
made pursuant to this Order by the Division, the City of High
Point shall notify the Division in writing of its objections and
the technical basis therefor within fourteen (14) calendar days
of receipt of the decision. The Division and the City then have
an additional fourteen (14) calendar days from receipt by the
Division of the notification of objection in which to reach
agreement. If agreement cannot be reached on any issue within
this fourteen (14) calendar day period, the Division shall
immediately provide a written statement of its decision to the
City of High Point.
Thereafter, if the Division and the City cannot agree, the
Division reserves its rights to pursue enforcement action against
the City. The City reserves the right to respond to such
enforcement action.
This the Zs day of J u , 1991.
William L. Meyer, DiiJector
Division of Solid waste
Management
N. C. Dept. of Environment,
Health and Natural Resources
CITY OF HIGH POINT
By: 4,
Title:
A�.'�EST: (1 � .
City Cler
E.

.1 P ?;-: 11 [) : � ".

I L-2191-0
SPECIAL'rE5T1NG LABORATORIES OF NC. INC.
WOnOWCAL e+ +T+u
a ComSTPLm7rXW MATEMAU
Cater► M
P.O. BOX 37605
RALElGH, NC 27627
PHONE [phone]
FAX [phone]
JOB NO, SHEET Of
JOB NAME �lv� Q�L
SUBJECT �� 1 L ��s'^ At'it" �-C �� C'`►�
BY 1"�•� . � DATE
CHECKED BY DATE
5T=c v
a SL 1r 4

_SPECIAL TESTING LABORATORIES OF NC, INC.
STOCK PILE #
1
2
3
4
4
'STOCK PILE:
P.Q. Box 37605 • Raleigh. North Carolina 27627 • PHONE • 1919) 662-1234
SUMMARY OF HIGH POINT, N. C. LANDFILL
PERMEABILITY TESTING ON REMOLDED SAMPLES
% COMPACTION
(ASTM- D698)
99.7
98.0
94.6
92.0
96.5
SANDY MATERIAL ON SITE
COEFF. OF PERMEABILITY
(C1N.ISEC)
4.0 X 10 -7
1.3 X 10 -6
2.2 X 10 -6
6.1 X 10 -6
2,8X 10-7
2-CLAYEYISILTY MATERIAL (TOPSOIL) ON SITE
3-
11 11 11 11 M 11 „
4- CLAYEYISILTY MATERIAL FROM KERSEY VALLEY SITE

MAR-17-94 THU 16:47 W LAW-OREENSBORO FAX NO. 9102944227 P, 02
SUMMARY OF LABORATORY TE6-MG
Kersey Valley Landfill
LAW Greensboro Job No. 257-0 285-01
LAW Charlotte Job No.226-1000041
CONSTANT HEAD PERMEABILITY TEST
ASTM D5084
I. Date of Test: March 7-8, 1994
II. Test Locations: Sample # 1
III. Material Description:
1V. Material Condition. , Remolded Sample
V. Proctor Data:
Maximum Dry Density (pco: 117.2
Optimum Moisture Content (%): 15.1
VI. Test Data.
Dry Density (pcf):
1 i l .3
Initial Moisture Content: (`):
16.2
FLua.1 Moisture Content (9&}:
18.8
Sample Length (cm):
508
Sample Area (cm):
42.08
Head (ern):
140,68
Quantity of Water Passing Through Sample (cm'):
40.3
Elapsed Time (sec):
9840
Temperature (°F);
73
Viscosity Correction Factor:
0.931
Coefficient of Permeability -k (cmisee);
3.3 x 10"
VIE, Conunents: Tested at 2 psi head difference.
Proctor data supplied by 131U Bunting on 3-3-94.

SENT BYLAW ENG, CHL.T BRANCH ; 3— 9-94 ;10:35AM ; 70435705384 919 479 0591;94 P
SUUMARY OF LABORATORY TESTING
Riverdale Road Landfill
LAW Greensboro Job No. 257-022&: -U
LAW Charlotte Job No.226-10DOO-01
CONSTANT HEAD pERASEABrLM TEsr
ASTM D5884
I. Date of Teat: March 7-8, 1994
U. Test Locations: Sample #4
M. Material Description:
IV. Material Condition: Remolded Sample
V. Proctor Data:
Maximum Dry Density (pcf : 120.4
Optimum Moisture Content (%): 12.7
VI. Test Data:
Dry Density (pco-
114.4
Initial Moisture Content:
13.2
Final Moisture Comew
18.6
Sample Length (txn}:
5.08
Sampla Area (crn):
42.08
Hcad (cm):
140.68
Quantity of Water Passing Through Sample (=3):
98.9
Elapsed Time (Sec):
4560
Temperature (°F):
73
Viscosity Correction Factor:
0.931
Coefficient of Permeability -k (cnLlsec):
1.7 x ld''
VII, Corunzents: Tested at 2 psi head diffcrrnce.
Proctor data supplied by Bill Bunting on 3-3-94.

�C+� ��
�r.a i � ..

operate a
PERMIT NO. 41-01
DATE ISSUED 9-17-79
STATE OF NORTH CAROLINA
DEPARTMENT OF HUMAN RESOURCES
Divi6ion o i Health Se v.i.ce d
P.D. Box 2091 Raleigh 27602
SOLID WASTE MANAGEMENT
PERMIT
THE CITY OF HIGH POINT
SANITARY LANDFILL
located ON SR 1145 IN GUILFORD COUNTY
is hereby issued a permit to
, in accordance
with Article 13B of the General Statutes of North Carolina and all rules promul-
gated thereunder. The facility is located on the below described property.
BEGINNING at a point in the northern margin of Riverdale Road, said point being th
Intersection of the easternmost boundary of the "City Farm" property of the City
of High Point, North Carolina, and the northern right-of-way line of Riverdale
Road (S.R. 1145); from said point running north 85 degrees 13 minutes 21 seconds
west, 302.51 feet to a point; thence south 70 degrees 19 minutes 10 seconds west,
137.73 feet to a point; thence north 01 degree 18 minutes 00 seconds west, 526.34
feet to a point; thence south 85 degrees 21 minutes 52 seconds east, 473.30 feet
to a point; thence south 04 degrees 38 minutes 08 seconds west, 468.42 feet to the
Point and place of beginning.
he above described parcel is a portion of the "City Farm" property of the City
f High Point, North Carolina, and contains 4.95 acres. -C
Nu$h 11. Tilson, M.Q.
Director
Division of Health Services
DHS Form 2871 (7/79)
Solid & Hazardous Waste Management Program
Head
Solid & Hazardous waste Management
Program
aanitary Engineering Section

AP0"1C c r

EROSION & SEDIMENT CONTROL
NOTEBOOK
FOR THE
RIVERDALE ROAD LANDFILL CLOSURE
LOCATED IN
HIGH POINT, NORTH CAROLINA
MARCH, 1992
i�
TRIBBL
rryy I I
I I�
RICHA RDSON INC. ;.
I I
CvN,x,4.^NC EHpraEERS
4.r,20 OESTC iA E dL'iO.. SUITE 515 i I
PALE. CJ4. 1C 27407
P-onr. '1191
is
PAQJ, NO, �Pb-7si-Qt

TABLE of CONTENTS
Narrative ................................ 1 - 3
Vicinity Map ................... :......... 4
Construction Schedule .................... 5
Maintenance Plan ......................... 5
Vegetation Plan .......................... 6 - 7
Construction Specifications .............. 8 - 9
Appendix A Financial Responsibility/ownership Form
Appendix B Supporting Calculations
Appendix C Supporting Figures and Tables Used From
the Erosion and Sediment Control Planning
and Design Manual

Proiect Description
The purpose of this project is to close the City of High Point's
existing landfill on Riverdale Road. The erosion control measures
proposed herein are designed to stabilize the site and effectively
route the stormwater runoff for years to come. The City will be
required to maintain the proposed measures for the next 30 years
(post closure care period). Approximately 150 acres of land are
proposed for closure under this permit application.
The site is located in Guilford County, North Carolina. The site
is located within the city limits of High Point on Riverdale Road
at its intersection with Interstate 85.
Adjacent Property
Areas surrounding the site are wooded with some small industries
scattered about. The city of High Point's Wastewater Treatment
Plant is located across the street from the landfill. Numerous
small rural residents are scattered around the vicinity of the
landfill.
Topography
The site is bound to the north by Deep River, to the west, and
south by Riverdale Road, and to the east, and southeast by Deep
Creek and Interstate 85. The ground surface slopes northeast and
southwest along a ridge line that traverses the site northeast and
southwest along a ridge line that traverses the site northwest to
southeast, with intervening hills and swales occurring locally.
Topographic relief across the site is about 142 feet ranging from
approximately 2820.0 (msl) at the southeast corner to approximately
2678.0 along the creek at the northeast corner.
Geology
As previously discussed this project entails the closing of an
existing sanitary landfill. Therefore, the existing subgrade is
made up of multiple lifts of compacted waste with daily (6 inches
minimum) and intermediate (12 inches minimum) cover. The final
cap. as approved by the State will consist of 24 inches of
compacted earthen material supporting a vegetative cover. The
vegetative cover will consist of the enclosed seeding
specifications. It is extremely important that the maintenance
procedures be followed by the Landfill Operator so that the
vegetative cover stabilizes the ensure maximum erosion and sediment
control.
1

PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1. Sediment Basin --- Item 6.61
Three sediment basins are located on this site. All water
from disturbed areas will be directed to one of the three
existing sediment basins before leaving the site. See
Appendix A of this report for supporting calculations.
2. Land Grading -- Item 6.02
Heavy grading will be required on approximately 3 acres. The
flatter slope after grading will reduce the overall erosion
potential of the site.
All cut slopes will be 2:1 or flatter to avoid instability due
to wetness.
Fill slopes will be 2:1 or flatter with fill depths as much as
12 to 15 ft. Fill will be placed in layers not to exceed 6-8
inches in depth and compacted to 95% Standard Proctor. The
fill slope in the central portion of the property is the most
vulnerable area for erosion on the site. Temporary diversions
will be maintained at the top of this fill slope at all times.
Filling will be done as a continuous operation until final
grade is reached. The top 2 to 6 inches will be left in a
loose and roughened condition. Plantings will be protected
with mulch, as specified in the Vegetation Plan.
3. Sediment Fence -- Item 6.62
A sediment fence will be constructed around the downgradient
perimeter of all disturbed areas as reflected in the plans.
4. Grass -Lined Channel -- Item 6.30
Grass -lined channels will be constructed to collect and convey
site water to the project's sediment basin. See Appendix A
for calculations.
Should the disturbed areas adjoining the channels not be
stabilized at the time the channels are vegetated, a sediment
fence will be installed adjacent to the channel to prevent
channel siltation.
5. Outlet Stabilization Structure --- Item 6.41
A riprap apron will be located at the outlet of all culverts
to prevent scout. See Appendix A for calculations.
2

6. Sur ace Roughening -- Item 6.03
The 3:1 cut slopes will be lightly roughened by disking just
prior t❑ vegetating, and the surface 4 t❑ 6 inches of the 2:1
fill slopes will be left in a loose condition and grooved on
the contour.
7. Check Dams -- Item 6.83
Small temporary stone dams constructed across a drainage way.
8. Surface stabilization will be accomplished with vegetation and
mulch as specified in the vegetation plan.
3

VICINITY MAP

CONSTRUCTION SCHEDULE
1. obtain plan approval and other applicable permits.
2. Flag the work limits and buffer area.
3. Make any necessary improvements to the existing sediment
basins as the first construction activity.
4. Rough grade site, stockpile topsoil, construct channels, and
install sediment fence as needed. Maintain diversions along
top ❑f fill slope daily. Mulch bare areas should grading be
discontinued for more than 3 weeks.
5. Complete final grading of grounds, topsoil critical areas, and
permanently vegetate, landscape, and mulch.
6. All erosion and sediment control practices will be inspected
weekly and after rainfall events. Needed repairs will be made
immediately.
7. After site is stabilized, remove all temporary measures and
install permanent vegetation ❑n the disturbed areas.
8. Estimated time before final stabilization - 5 months.
MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for
stability and operation following every runoff -producing
rainfall but in n❑ case less than ❑nce every week. Any needed
repairs will be made immediately to maintain all practices as
designed.
2. The sediment basins will be cleaned out when the level ❑f
sediment reaches ❑ne-half pond depth as shown on the silt
gage.
3. Sediment will be removed from behind the sediment fence when
it becomes about ❑.5 ft deep at the fence. The sediment fence
will be repaired as necessary to maintain a barrier.
4. All seeded areas will be fertilized, reseeded as necessary,
and mulched according t❑ specifications in the vegetative plan
to maintain a vigorous, dense vegetative cover.
5

VEGETATIVE PLAN
Seedbed Pre aration 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 t❑ the slope.
3) Spread lime evenly over slopes.
SP-2 Fill slopes 3:1 ❑r 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.
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" with a farm disk or chisel plow.
3) Loosen the subgrade immediately prior t❑ spreading
topsoil by disking or scarifying to a depth ❑f 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.
C.

2) Apply lime and fertilizer spread evenly and incorporate
into the top 5" 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 a hydraulic seeding equipment to apply seed and
fertilizer, a wood fiber mulch at 90 lb/1,000 ft , and mulch
tackifer.
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.
Mulch MU
MU-1 Steep slopes (3:1 or greater)
In mid -summer, late fall or winter, ap2ply 100 lb/1,000 ft2
grain straw, anchor with 0.1 gal/yd (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 (f,000 lb/acre) grain straw and tack
with 0.1 gal/yd2 asphalt (11 gal/1,000 ft').
MU-3 Grass -lined channels
Install excelsior mat in the channel, extend up the channel
banks to the highest calculated depth of flow, and secure
according to manufacturer's specifications.
On channel shoulders, apply 100 lb/1,000 ft2 grain straw and
anchor with 0.1 gal/yd2 (11 gal/1,000 ft2) asphalt.
7

Maintenance (MA)
MA-1 Refertilize in later winter or early spring the following
year. Mow as desired.
MA-2 Fertilize with 40 lb/acre (1 lb/1,00❑ 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.
CONSTRUCTION SPECIFICATIONS FOR SEDIMENT POND
1. Install silt fence as needed t❑ prevent soil from eroding into
creek.
2. Excavate and clear existing ponds to proposed grades.
3. Update and correct any damage existing outfall structures in
the existing sediment ponds.
4. Place class B erosion control stone over filter fabric o level
grade riprap apron at pipe outlets as designated on the plans.
Top of riprap to be same elevation as outlet channel bottom.
N❑ ❑verfall.
5. Clear sediment pool areas as required for each existing
sediment pond after the embankment is complete.
5. Vegetate all disturbed areas (except the sediment pool) in
accordance with vegetative plan.
7. Sediment to be removed from basin when the level is within one
half pond depth.
8

CHANNEL CONSTRUCTION SPECIFICATIONS
1. Excavate the channel and shape it to an even cross-section as
shown. When staking indicate a 0.2' overcut around the
channel perimeter for silting and bulking.
2. Grade soil away from channel so that surface water may enter
freely.
3. Apply lime, fertilizer and seed to the channel and adjoining
areas in accordance with the vegetation plan.
4. Spread straw mulch at the rate of 100 lb/1,000 ft2.
5. Hold mulch in place immediately after spreading with 0.1
gal/CY asphalt (11 gal/1, 000 ftz).
CONSTRUCTION SPECIFICATIONS FOR INSTALLING RIPRAP
1. Excavate below channel outlet and widen channel to the
required riprap thickness for each apron. Foundation to be
cut to zero grade and smoothed.
2. Place filter cloth on bottom and sides of prepared foundation.
All joints to overlap a minimum of 1.01.
3. Exercise care in riprap placement to avoid damage to filter
fabric.
4. Place riprap on zero grade - top of riprap to be level with
existing outlet - no overfall at ends.
5. Riprap to be hard, angular, well graded erosion control stone.
5. Immediately after construction stabilize all disturbed areas
with vegetation as shown in vegetative plan.
9

APPENDIX A

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 Quality Section, N.C. Department of Environment, Health, and Natural Resources. (Please type or
print and, if question is not applicable, place NIA in the blank.)
Part A.
1. Project Name Riverria? a Rnad Landfill Closure
2. Location of land -disturbing activity: County Guilford
City
or Township High Point and Highway 1 Street n iv!'rda le Road
r .
3. Approximate date land -disturbing activity will be commenced:_ September,- 1993
a. Purpose of development (residential, commercial, industrial, etc.) : Closure of e x i s t in I a n d f i11
5. Approximate acreage of land to be disturbed or uncovered :
6. Has an erosion and sedimentation control plan been filed ?Yes a No
7. Person to contact should sediment control issues arise during land-disturaing activity,
Name Carl Fills Telephone [phone]
8. Landowner (s) of Record ( Use blank page to list additional owners.)-.
City of High Point
Name (s)
P. C. Box 230
Current M-ailing Address
High Point NC 27261
Current Street Address
City State Zip City State Zip
a. Recorded in Deed Book No. Page No.
Pa rt B .
f . Person (s) or firms (s) who are financially responsible for this land -disturbing activity (Use the blank page to list
additional persons or firms):
City of High Point, N.C.
Name of Person (s)or Firm (s)
P. 0. sox 230
Mailing Address Street Address
High Point, 14C 27261
City State 2;p City State Zip
Tele-hone Telephone

APPENDIX S

SEDIMENT BASIN CALCULATIONS

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POND-2 Version: 5.15
SIN: 1295130109
RIVERDALE ROAD LANDFILL
HIGHPOINT N.C.
SEDIMENT BASIN 1
CALCULATED 03--30-1992 11:29:17
DISK FILE: B:RIVERSBI.VOL
Planimeter scale: 1 inch•= I ft.
Elevation
(ft)
Planimeter
(sq.in.)
Area
Al+A2+sgr(A1*A2)
*
Volume
Volume Sum
- - - -- -
(sq.ft)
- ---- --- --
(sq.ft)
- -- ----------
(cubic--ft)
(cubic-ft)
678.00
0.00
------
- ---------Q-______-___�_
680.00
682.00
7,000.00
10,900.00
7,000
10,900
7,000
26,635
4,667
4,667
684.00
13,500.00
13,500
36,531
17,757
24,354
22,423
46,777
686.00
688.00
14,500.00
17,200.00
14,500
17,200
41,991
47,492
27,994
74,771
690.00
20,500.00
20,500
56,478
31,662
37,652
106,433
144,084
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2

Project
Subject
t 'fit+ v.L -
Acct, No. Z 1; :) - : - J:
Co-ptd. 6y 'g+JC
page
Date
� 01
SEG��n�,.l.- S:}Cl�! ;l�auMt
Detail
Ck'd. 8y
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Cate
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POND-2 Version: 5.15
SIN: 1295130109
RIVERDALE ROAD LANDFILL
HIGH POINT N.C.
SEDIMENT BASIN 2
CALCULATED 03-30-1992 13:00:33
DISK FILE: B:RIVERSB2.VOL
Planimeter scale: 1 inch = 1 ft.
Elevation
Planimeter
Area
Al+A2+sgr(A1*A2)
*
Volume
Volume Sum
(ft)
(sq.in.)
_-----------------------------------------------------------
(sq.ft)
(sq.ft)
(cubic-ft)
(cubic-ft)
684.00
0.00
0
686.00
11,800.o0
11,800
11,800
7,867
7,867
688.00
15,900.00
15,900
41,397
27,598
35,465
690.00
18,000.00
18,000
50,817
33,878
69,343
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (113) * (EL2-ELI) * (Areal + Area2 + sq.rt.(Areal*Area2'))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2

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Subject SEG�iri,`, ►- C 10' :J �.� .._L�� Cnmpld B J� 2
Y Date
Detail s Ck'd. By
Date _
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= 116. 35 � o�S /�GF,� � s•�.c.�
J1G 3 s rods X 2-o�
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POND-2 Version: 5.15
SIN: 1295130109
RIVERDALE ROAD LANDFILL
HIGH POINT N.C.
SEDIMENT BASIN 3
CALCULATED 03-30-1992 13:47:16
DISK FILE: B:RIVERSB3.VOL
Planimeter scale: 1 inch = 1 ft.
Elevation
Planimeter
Area
Al+A2+sgr(A1*A2)
(ft)
(sq.in.)
(sq.ft)
(sq.ft)
685.00
------------------____-----_-
0.00
Q
686.00
4,400.00
4,400
4,400
688.00
6,200.00
6,200
15,823
690.00
9,000.00
9,000
22,670
692.00
12,300.00
12,300
31,821
Volume
Volume Sum
(cubic-ft)
-------------------------
(cubic-ft)
0
0
1,467
1,467
10,549
12,015
15,113
27,129
21,214
48,343
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (113) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental, volume between ELI and EL2

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UNIVERSAL SOIL LOSS EQUATION
A = R ` K ' LS ' C ' P (A = SOIL LOSS, (TONSI(ACRE) (YEAR) )
R =
200.00
(R = RAINFALL EROSION INDEX)
K =.02 a 0.69
(K = SOIL EROD1BILITY FACTOR)
LS =
8.95
(LS = SLOPE LENGTH AND STEEPNESS FACTOR)
C =
0.10
(C = VEGETATIVE COVER FACTOR)
P =
1.30
(P = EROSION CONTROL PRACTICE FACTOR)
CIYR AP AC'. RE)
0.02
4.65
0.04
9.31
0.08
13.96
REFERENCE: EROSION AND SEDIMENT
0.08
18.62
CONTROL HANDBOOK
0.10
23.27
0.12
27.92
R: PAGE 5.9 FOR HIGH POINT. N.C.
0.14
32.58
0.16
37.23
LS: ASSUMED 3:1 SLOPE WITH
0.18
41.89
90 FT. BETWEEN BENCHES. PAGE 5.21
0.20
46.54
0.22
51.19
C: ASSUMED 90% COVER, ANNUAL GRASSES, NO MUL(
0.24
55.85
PAGE 5.23
0.25
60.50
0.28
65.16
P: ASSUMED COMPACTED AND SMOOTH
0.30
69.81
PAGE 5.24
0.32
74.46
0.34
79.12
0.36
83.77
0.38
88.43
0.40
93.08
0.42
97.73
0.44
102.39
0.46
107.04
0.48
111.70
0.50
116.35
0.52
121.00
0.54
125.66
0.56
130.31
0.58
134.97
0.6f1
139.62
0.62
144.27
0.64
148.93
0.66
153.58
0.68
158.24
0.70
162.89

CHANNEL COMPUTATIONS

Peoleet
-
Acct. No,
ae
PB
°f
Sub{eCt
-
- - -
Comtd. By
{ •1
Date
Detail
Ck'd, By
Date
;T�' L
ry o
7L,
ID
''':7
0l • .r.
;' : �'�'
is ...: �
'.: .;c O l
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3
•�r-
r

Trapezoidal Channel Analysis & Design
Open Channel -- Uniform flow
Worksheet Name: Riverdale Road L.F.
Comment: Ditch "A"
Solve For Depth
Given input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.035
0.0100 ft/ft
3.96 cfs
0.56
ft
2.26
fps
1.75
sf
4.24
ft
4.51
ft
0.43
ft
0.0278 ft/ft
0.62 (flow is Suhcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name.: Riverdale
Road L.F.
Comment: Ditch "B"
Solve For Depth
Given Input Data:
B❑tt❑m width.....
2.00 ft
Left Side Slope..
2.00:1 (H:V)
Right Side Slope.
2.00:1 (H:V)
Manning's n......
0.035
Channel Slope....
0.0520 ft/ft
Discharge........
16.15 cfs
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.76
ft
6.06
fps
2.67
sf
5.03
ft
5.39
ft
0.93
ft
0.0230 ft/ft
1.47 {flow is Supercritical}
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal. Channel Analysis & ❑esign
❑pen Channel -- Uniform flow
Worksheet Name: Riverdale Road L.F.
Comment: Ditch "C"
Solve For ❑epth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.035
0.0210 ft/ft
21.69 cfs
1.10
ft
4.70
fps
4.62
sf
6.40
ft
6.92
ft
1.09
ft
0.0222 ft/ft
0.97
(flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Riverdale Road L.F.
Comment: Ditch "D"
Salve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge ........
Computed Results:
Depth............
Velocity.........
Flaw Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.035
0.0207 ft/ft
6.65 cfs
0.61
ft
3.40
fps
1.96
sf
4.43
ft
4.72
ft
0.57
ft
0.0259 ft/ft
0.90
(flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct o67a8

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Riverdale Road L.F.
Comment: Ditch "E"
Solve For Depth
Given Input Data:
Bottom Width.....
Left side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth............
Velocity.........
Flow Area. ......
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.00 ft
2. ❑0: 1 (H: V)
2.00:1 (H:V)
0.035
0.011❑ ft/ft
4.26 cfs
0.57
ft
2.39
fps
1.78
sf
4.27
ft
4.54
ft
0.45
ft
0.0275 ft/ft
0.65 (flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Riverdale
Road L.F.
Comment: Ditch "F"
Solve For Depth
Given input ❑ata:
Bottom Width.....
2.00 ft
Left Side Slope..
2.00:1 (H:V)
Right Side Slope.
2.00:1 (H:V)
Manning's n......
0.035
Channel Slope....
0.0630 ft/ft
Discharge.......,
9.37 cfs
Computed Results:
Depth ............
❑.54
ft
Velocity.........
5.58
fps
Flow Area...,....
1.68
sf
Flow Top Width...
4.18
ft
Wetted Perimeter.
4.43
£t
Critical ❑epth...
0.69
ft
Critical Slope...
0.0247 ft/ft
Froude Number....
1.55
(flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 0670a

Trapezoidal Channel Analysis & Design
Open Channel - ❑niform flow
Worksheet Name: Riverdale Road L.F.
Comment: ditch "G"
Solve For ❑ept.h
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.00 ft
2.00:1 (H:V)
2.00:1 (H:V)
0.035
0.1180 ft/ft
19.63 cfs
0.68 ft
8.60 fps
2.28 sf
4.72 ft
5.04 ft
1.03 ft
0.0225 ft/ft
2.18 (flow is Supercritical)
❑pen Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

DOWNDRAIN COMPUTATIONS

Project _
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Acct. No.
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C. M. PIPE CULVERTS
WITH INLET CONTROL
Ai;kCAy Or r'UR�IQ RrJAaS :+++! 19R3

APPENDIX C

Appendices
� .ES'iiMA'TiNG AuI�GFF
Es6ntat ng peal` rate of runoff, volume of runoff, and soil loss are basic to the
design of erosion and sed'tmentaUon control facilities.
There arc many methods of determiEting runoff. Two acceptable methods, the
rational method and the Soil Conservation Service (SCS) peak discharge
method, are described in this section.
The rational method is very simple in concept but relies on considerable
judgment and expericnce to evaluate all factors properly. It is used primarily for
small drainage areas (less than 54 acres). The SCS method is more sophisticated
hydrologically and offers a more accurate approximation of runoff, particularly
for areas larger than 20 acres. Choice of method for small arras depends
primarily on Elie experience of the designer.
The rational formula is-
0
= CiA
Rational Method
where:
peak rate of runoff in cubic feet per second (cfs).
C runoff coefficient, an empirical coefficient rcprescndng the
relationship between rainfall rate and runoff rate.
i average intensity of rainfall in inchesihour, for a storm duration
equal to the time of concentm6on, Tc.
TC = time of concentration, in minutes; the estimated time for runoff
to flow from the most remote part of the watershed to the point
under consideration. It consists of the total time for ovcriand
sheet flow and concentrated flow (channel andlor pipe flow).
A = drainage area in acres.
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step 1. Determine die drainage area in acres.
Step 2. Dctcrmine the runoff coefficient, C, for the type of soillcover in the
drainage area (Table 8.03a),
If the land use and soil cover is homogenous over the drainage area, a C value
can be dctcr,rtincd directly from Table 8.03a. if there are multiple soil cover
conditions, a weighted a►•crago must be calculated, or Elie area may be
subdivided.
Step 3. Dctcrtrinc tltc titnc of concentration, TC, for the drainage area (i.e., the
time of now from the most remote point In the basin to the design point, in
ntinatcs),
8.03.1

El
Table 8.03a
Value of Runoff Coefficient
A for rational Formula
Land use
C
Land Use
C
Business:
Lawns:
Downtown areas
Neighborhood areas
0.70-0.95
0.50.0.70
Sandy soil, fiat, 2%
Sandy soil, 2-7%
0.05-0,10
ave..
0.10-0.15
Residential.
Sandy soil, steep, 7%
Heavy soil, flat, 2%
0.15-0.20
Single-family areas
Multi units, detached
0.30-0.50
Heavy soil, ave., 2.7%
0.13.0.17
0.18-0.22
Mufti units, attached
0.40-0.60
0.60-o.75
Heavy soil, steep, 7%
0.25-0,35
Suburban
0.25-0.40
Agricultural land:
Industrial:
Bare packed sail
Light areas
0.50.0.80
Smooth
Rough
0.30-0.60
Heavy areas
0.60-0.90
Cultivated rows
0.20-0.50
Parks, cemeteries
0.10-0.25
soil no crop
Heavvyy sail with trap
0.30-0.60
0.20-0.50
Playgrounds
0.20.0.35
Sandy soil no crop
Sandy soil with crop
0.20-0.40
0.10-0.25
Railroad yard areas
0.20-0.40
Pasture
Heavy soil
0.15-0.45
Unimproved areas
0.10-0.30
Sandy soil
Woodlands
0.05-0.25
0.05-0.25
Streets;
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70.0.85
Drives and walks
0.75.0.85
Roofs
0.75-0.85
NOTE; The designer must use judgment to select the appropriate C value
within the range lot the appropriate land use. Generally, larger
areas with
permeable soils, flat slopes, and dense vegetation should have lowest C
values. Smaller areas
with slowly permeable soils, steep slopes, and
sparse vegetaticn should be assigned highest C values.
Source: American Society of Civil Engineers
The overland flow portion of f [OW time may be dc�crminrd from F:gure 8.03a.
The flow tirr: tin minutes) in the cttonncl can bo estimated by calculating Life
a%'cragc velocity in rect per minute and dividing the length (in feet) by the
avcragc velocity.
Step -1i. Dcier mine the rainrall intensity, frequency, and duration (Figures8.03b
through 3.U3,—scaurcc NorthCarona Swtc Higlturay Cummi_ssion; Jan.
1973). Sciccl tic chart for the ]ok:ality cla5cst to your location. Enter the
"duration" axis or the chart wil-h the calculated time of concentration, Tc. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read tlic rainfall intensity ractor, i, in inches per hour.
5ttip S. Dzicrrninc ncal; discharge:, C fft1/4cc), by multiplying tltc previously
dctertnine�l factors t:,ing the rational formula (Sample Problem S.03a).
4.t}3.�

Appendices
Sample Problem 8.03a
Determination of peals runoff
rate using the rational
method.
G - CiA
Given:
Drainage area: 20 acres
Graded areas: 12 acres
Woodland: 8 acres
Maximum slope length: 400 ft
Average slope: 3%, area bare
Location: Raleigh, NC
Find:
Peale runoff rate from f0-yr frequency storm
Solution:
0 ) Drainage area: 20 acres (given)
(2)Determine runoff coefficient, C.
Calculate Weighted Average
Area C from Table 8.03a
Graded' 12 x 0.45 5.4
Woodland -a X 0.15 1,2
20 6.6
C - 6.6120 - 0.33
(3) Find the time of concentration, T0, from Figure 8.D3a using maximum
length of 1,•avel A 400 it and height of most remote point above outlet
400 it x s°a - 12 ft; assume overland flow on bare earth.
Tc - 3.2 minutes.
NOTE: Any lime of flow in channel should be added 10 the overland flow
.a determine Te.
(4) Determine the rainfall intensity favor, i.
i - 8.0 incheslhr (from Figure 8.03e) using 5-minuta durations
(5)Q - C(i)(A)
❑ . 0.33(8.0)(20) . 52.8 cfs: Use 53 c`s
'For graded areas use C value range for smooth, bare packed soil
(Tatle 8.03a).
N .aj 3.,3

Appendices
20
15
r0
8
a 6
a
a
a
r
U
C yy
+� 2
V!
C
G7 I
0e
06
04
�N
IO 20 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Figure 8.031 Rainfall inlemily dura:ivn curves—Ashervrlle.
41�
15
Ic
8
6
a
N
Q7
U
C
. 2
_T
N
C
y I
5 08
06
.;i 0 4
cc
02
Duration
IQ 20 40 60 2 3 4 6 8 12 19 24
Minutes Hours
Duration
Figure 8.03g Rain!all inter srly duralran curve—Cma-':-.ro.
8.0 .7

El
Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical Soil
Grass Uning
Permisslble Veloclty3
Channel Slope Characterlstics2
for Established Grass
Application
Lining (ft/sec)
0-5% Easily Erodible
Bermudagrass
5.0
Non -plastic
Tall fescue
4.5
(Sands & Silts)
Bahiagrass
4.5
Kentucky bluegrass
4.5
Grass -legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tall fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass -legume mixture
4.5
5.10% Easily Erodible
Bermudagrass
4.5
Non -plastic
Tall fescue
4.0
(Sands b Silts)
Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
Tall fescue
5.0
(Clay Mixes)
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grass -legume mixture
3.5
>109'o Easily Erodible
Bermudagrass
3.5
Nan -plastic
Tall fescue
2.5
(Sands 3 Silts)
Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tali fescue
3.5
(Clay Mass)
Bahiagrass
3.5
Kentucky bluegrass
3.5
Source: USDA-SCS Modified
NOTE: 1Perm issible Velocity based on 10-yr storm peak runoff
2Soi1 erod bility based on resistarrce to soil movement from concentrated flawing wafer.
3Before is
grass established, permissible velecity
is determined by the type
of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design glow is
uniform and does not vary with time. Since actual flow conditions change
Cross -Section throughout the length of a channel, subdivide the channel into design reaches.
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are -W-shaped, par-
abolic, and [rapezoidal. Figure 8.05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
8.05.4

Appeirdices
.02
.I
Step 10. For grass -lined channels once the appropriate channel dimensions
have been selected for low retardance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tail grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater chart 2.0 ftlsec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables ---Vegetated Channels and Diversions at the end
of this section may be used to design grass -lined channels with parabolic
cross -sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (fable 8.05d).
Sample Problem 8.05a illustrates the design of a grass -lined channel.
Average Length
of Vegetation (in)
�■
Longer than 30'
■
�.
�1��■■a
.-IN�■mil♦
i
6 A 1.0 2 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Frigure S.05c Man ning's n related to veloary. hydraulic radius. and vegetal retardance,
8.0 5.7

El
Table 8.05c
Retardance Classification for Vegetal Covers
Retardance
Cover
Condition
A
Reed canarygrass
Excellent stand, tali (average 36")
Weeping luegrass
Excellent stand, tail (average 30')
B
Tall fescue
Good stand, uncut, (average 18')
Bermudagrass
Good stand, tall (average 12")
Grass -legume mbaure
(tall fescue, red
fescue, sericea
lespedeza)
Good stand, uncut
Grass mixture
(timothy, smooth
bromegrass or
orchardgrass)
Good stand, uncut (average 20')
Serirea lespedeza
Good stand, not woody, tall (average 19')
Reed canarygrass
Good stand, cut (average 12-15-)
Alfalfa
Good stand, uncut (average 11•)
C
Tall fescue
Good stand (8.12')
Bermudagrass
Good stared, cut (average 6')
Bahiagrass
Good stand, uncut (6-8-)
Grass -legume mixture --
summer (orchardgrass,
redtop and annual
Good stand, uncut (6.8')
lespedeza)
Centipadegrass
Very dense cover (average 6-)
Kentucky bluegrass
Good stand, headed (6.12')
Redtop
Good stand, uncut (15-20-)
❑
Tail fescue
Good stand, cut (3--4-)
Bermudagrass
Good stand, cut (2.5')
Bahiagrass
Good stand, cut (3-4')
Grass -legume mixture --
{all -spring (orchard -
grass, redtop, and
annual lespedeza)
Good stand, uncut (4-5-)
Red fescue
Good stand, uncut (12.18*)
Centipedegrass
Good stand, cut (3-4')
Kentucky bluegrass
Good stand, cut (3-4-)
E
Bermudagrass
Good stand, cut (1.5-)
Bermudagrass
Burned stubble
Modified from: USDA-SCS, 1969. Engineering Field Manual,
8.l75.:i

0
Table 8.051
Manning's Roughness Coefficient for Riprap and Gravel
n value for Depth Ranges
Material dsa (inches)
0-0.5 it
0.5-1.0 it 1.0-2.0 it
a 2.0 it
Gravel 1
0.033
0.028 0.026
0.025
2
0.045
0.034 0.034
0.031
Riprap 6
0,106
0.054 0.044
0.041
9
0.215
0.068 0.062
0.047
12
0.797
0.084 0.060
0.053
15
-
0,104 0.068
0.059
18
--
0.127 0.076
0.064
21
--
0.158 0.085
0.070
Z4
-
0.199 { 0.095
0.076
>a=RMIM'TNG SHEAR STRESS
,Shear stress, T, at normal depth is computed for the lining by the following
equation:
T = yds
where:
T = shear stress in lb/ft�
y - unit weight of water, 62.4 lblft3
d = flow depot in ft
s = channel gradient in ftlfL
If the permissible shear stress, Td, given in Table 8.05g is greater than the com-
puted shear stress, the riprap or temporary listing is considered acceptable. If a
lining is unacceptable, select a lining with a higher permissible shear stress and
repeat the calculations for normal depth and shear stress. In some cases it may
be necessary to al= channel dimensions to reduce the shear stress.
Computing tractive force around aehannel bend requires special considerations
because the change in flow direction imposes higher shear stress on the chan-
nel bottom and banks. The maximum shear stress in a bend, Tb, is given by the
following equation:
Tb = KbT
where:
Tb = bend shear stress in lblft�
Kb = bend factor
T = computed stress for straight channel in lb/ft7.
The value of Kb is related to the radius of curvature of the channel at 'sts center
fine, FL--, and the bottom width of the channel, 13. Figure 8.05e. The length of
channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
5.05f.
S.t17.1

Appendices
Table 8.05g
Permissible Shear Stresses
for Riprap and Temporary
Liners
Permissible Unit Shear Stress, Td
Lining Category
Lining Type
(Ibltt2y
Temporary
Woven Paper Net
0.15
Jute Net
0.45
Fiberglass Roving;
Single
0.60
Double
0.65
Straw with Net
1.45
Curled Wood mat
155
Synthetic Mat
2.00
dso Stone Size (inches)
Gravel Riprap
1
0.40
2
0.80
Rock Riprap
6
2.50
4
3.80
12
5.00
15
6.30
18
7.50
21
8.80
24
10.00
Design Procedure- The following is a step-by-step procedure for designing a temporary liner for a
channel. l3acattso temporary liners have a short period of service, the design ❑
Temporary Liners may be reduced. For fusers that are needed for six months or less, the 2-yr fre-
quency storm is recommended.
Step 1. Select a Gnu material suitable for site conditions and application. Deter-
mine roughness cocfiiciertt from manufacturer's specifications or Table 8.05e.
Step 2. Calculate the normal flow depot using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d.
Step 3. Calculate shear suers at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the lister.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and repeat steps 1
throu ryh 4.
Design of a channel with temporary lining is illustrated in Sample Problcm
8.05b.
SA5.13

Appendices
43
33
01
Mean Stone Size d50, ft
o°� (Y01 o�h Q o�
Mean Stone Size, d5o, mm
Figure 8.05g Angle of repose for different rock shapes and sizes.
Selection of riprap gradation and thickness. Riprap gradation should have a
smooth size distribution curve. The largest stone size in the gradation should
not exceed 1.5 times the dso size. The most important criterion is that interstices
formed by larger stones be filled with smaller sixes in an interlocking Cashion,
preventing the formation of open pockets. These gradation mquirements apply
regardless of the type of filter design used.
In general, riprap constructed with angular stone performs best Round stones
are acceptable as riprap provided they are not placed on side slopes steeper than
3:1. FW_ slab -like stones should be avaided since they are easily dislodged by
the flow. An approximate guide to stone shape is that neither the breadth nor
the thickness of a single stone be less than one-third its length.
The thickness or riprap lining should equal 1.5 tunes the diameter of the
largest rock size in the gradation.
Filter design. When rock riprap is used, an appropriate underlying filter
material must be selected. The filter material may be either a granular, gravel
or sand filter blanket, or a geotextile fabric.
N.05.17

Appendices
1.1
1.0
~ Ilkllk 0.9
Y o.s
0.7
0.s
0.5
0
Supplemental Procedure for Riprap Channel With Steep Side SIopes.
This prorrd=should be used when side slopes arc steeper than 3:1.
Step 1. From Figure 8.05g, determine the angie of repose for the rock size and
shape. NOTF- The side slopes selected for the. channel must be stable for the
soil conditions.
Side
Slope
{z=
W [L
2 a E 8 10
Brd
Figure 8.05h Ratio of side shear szess to borzm shear stress , Kt.
Step 2. From Figure 8.05h, determine K1. the ratio of maximum side shear to
maximum bottom shear for a trapezoidal channel, based on bottom width to
depth ratio, b/d, and side slope, Z.
Step 3. From Figure 8.05i, determine K2, the Lmctive force ratio, based on side
slope and the stone angle of repose.
Step 4. The required d5o for side slopes is given by the following equation:
d50 (sdes) = 2 dso (bonom)
where:
Kt = ratio of shear stress on the sides. Ts, and bottom, T, of a
trapezoidal channel (Figure 8.05h),
K2 = tractive force ratio (Figure 8.05't).
8.05.19

W
45
- 44
3s
t7 34
0
ai
C 25
[!]
m
[n 24
0
m 15
Q
10
MW
4
LAngle of Re�ose, O'Deg.
I I I-
-
qk NO
2.3
0.2 0.4 0.6 0.8 1.0
K2
Figure 8.051 Tracavo Ic= ratio, Kz.
Sample Problem 8.05c demonsu= the tractive force procedure for she design
of mild gradient riprnp channels.
DESIGN OF RIPRAP LINING -STEEP GRADIENTS
This section outlines the design of riprap channel lining for steep gradients.
Achieving channel stability on steep gradients, 10% or more, usually requires
some type of channel linings except where the channels can be constructed in
durable bedrock
Rigid channel linings may be more costcficcsivc than riprap in steep slope con -
di Lions. Riprap stability on a steep slope depends on the average weight of the
stones and the lift and drag forces induced by the flow. To resist these forces.
steep channels require larger stones than mild slope channels, and the size of
riprap listings increases quickly as discharge and channel gradient increase. The
decision to select a rigid or flexible lining may be based on other site conditions,
such as foundation material and maintenance requirements.
Transition sections protect transition regions of the channel both above and
below the steep gradient scct on. Thc transition from a steep gradient to a culvert
8.05 20

Appendices
300
zoo
ILOX
so
U
7-. 60
Z
M
a
ICUU 4O
3O
m
_a
2O
6
5
0.5
Inlet Proportions
Pipe
Pipe
Conduit
Riser
(0) - in
(D)•in
8.12
18
15
21
18
24
21
30
24
30
30
36
36
48
42
54
48
60
Circular risers with splitter wall
��
���►ram
ENE
■���
adwall
Fn
YFor conduit slope < friction slope, Z 2D�
1.0 15 ZO 2.5 3.0
Head required at crest of riser in feet (h)
Figure 8,07b Design char, for risor aulIct
Pipe drop inlet spillway design:
For a given Q and H, refer to Table 8.07a or 8.07b for conduit size.
Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
capacity and riser diameter, and find the head (h) required above the
crest of the riser. The height of the riser should not be less than 5Q • h,
except as nosed in the above sketch,
Example • Given: CMP; ❑ - 20 cfs; H = 14 It, h max. 1.0 ft; L - 70 ff.
From Table 6.07a find conduit size (D) - 18 inches. From Inlet Propor-
tions Table, riser site m 24 inches. Head (h) required for ❑ = 20 and
d = 24 is 1.0 It.
h.0 7 ,9