20011417 Ver 1_COMPLETE FILE_20010926

?0? W Ar?94
? G
r
ERTIFIED MAIL-RETURN RECEIPT REQUESTED
)oug Roberson, Jr. Director of public Works
-ity of Rocky Mount
one Government Plaza
?.0. Drawer 1180
Rocky Mount, NC 27804
Re: Cowlick Branch watershed protection
Michael F. Easley
Governor _
William G. Ross, Jr., Secretary
Department of Environment and NatKerr TeStevens
Division of Water Quality
October 2, 2001 t
Edgecombe County
DWQ Project No. 01-1417
Dear Mr. Roberson, our request for Tar-Pamlico River Buffer Rule
On the Division of Water Quality (DWQ) received y arian buffers for the C
Authorization Certificate eptember ica 2001, ro ect must be
built as p to impact 7001i.n Palfeet of stream channel and associated protected nP A
am. Insufficient evidence is present in our files to conclude your project
modifications of
with the Emergency Watershed Protection ? owlick Branch
Tanned in waters and/or protected riparian buffers in accordance with 15Aoo r Authorization Certificate as required by 15 den incomplete until we receive this additional information.
the proposal are made as describes bheso ro ect on hold as incomp ete d it we ° Y ect must be constructed as planned and that you
NCAC 2B .0233(8) and will P supporting our position that states your pro
fill your
alternative to placing fill in these waters or protected riparian buffers. Specifically can y
Watershed Protection
have no practicable f ou;
Explain Please why provide no us with information
has issued a General Certification
must for Emeinclude rgent payment of the
404 Permit is needed for this work. DWQ application is required, y
projects which requires application to and written authorization. If app
required Certification fee ($47 in this
for the stream buffer. be helpful
Please describe replanting plans may Any documentation such as maps and narrative that you can supply to address alternative designs for your project
nding a copy of this information to me a you nconger want to ell,
in our review of your 401 Certification and f e date of this letter Authorization by y se n three weeks, we will assume that y
Please respond within any questions.
awn. I can be reached at 919-733=9646 if you have an
Raleigh Regional Office at [phone]. If we do not hear from you in
and we will consider the project as withdr
pursue this project a
Sincerely,
o Dorney
Mr. Steve Mitchell, NCDWQ Raleigh Regional office
cc: of Engineers
Raleigh Field Office Corps
File Copy
Central Files . Nashville Field Office; Room 107; AG Center DR; Nashville, NC 27856
Terry Best, USDA-MRCS,
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
NC 2760A-2260 (Location)
010066

NRCS
Nashville
Field Office
RM 107
AG Center DR
Nashville NC
27856
Telephone
[phone]
Fax
[phone]
Steve Mitchell
Division of Water Quality
401 Wetlands Unit
1650 Mail Services Center
Raleigh, NC 27699-1650
Dear Mr. Mitchell:
Re: Permit Applications
August 3, 2001
01 1417
This application is for buffer rule only. The work is to restore a section
of an unnamed tributary to Cowlick Branch to a stable condition
following severe erosion and loss of buffers due to Hurricane Floyd.
The work will be performed through a Federal Contract under the USDA
Emergency Watershed Protection Program with the City of Rocky
Mount as the sponsor. Questions on project design should be directed to
Howard Tew at (828)
456-6341.
Yours truly,
Terry L. Best
District Conservationist
Nashville Field Office
Attachment
JU 9 z dqs
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No. 01 1417
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit
? Section 10 Permit
? 401 Water Quality Certification
Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: /1a r1 e-
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ©'
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Cl
P ?? o 'Reevat?,L T
Mailing Address: ene overnrYlsn. P14ze?
P.O. br&wer IleD
Rtoc.kJ {f"latnn _ /V6(, 2-?004
?: ?z?a ?ob?sar Jam. bi"0 ,r .,c O'ds
Telephone Number: Fax Number:
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name:
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
Page 3 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format:
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: f,nevie?; C?,?,e er.. s, it?ns ???r o-k s ,bal:z.? •z?- gL-0P p,-L;?v
2. T.I.P. Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Fd e o m Nearest Town:
?,? i?locc .?
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Ce ele ry
7. Property size (acres):
8. Nearest body of water (stream/river/sound/ocean/lake): Coal icL Rr tmak.
9. River Basin: (aY _`rwer 0302 v/a 1/166-30
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
Page 4rof 12
10. Describe the purpose of the proposed work: cSy'ea. Ye sr?«--
r e- CA& ?? e/? i w- .
11. List the type of equipment to be used to construct the project: Tmdc hoe
A,-J +-,IS a, hc?,J /"Z.,-
12. Describe the land use in the vicinity of this project: C'e m e?c s^? ccc erg
roc?cQS 4o Cre--Yv,,v- e r.x,
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
Noa e,
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: NO ne
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 5 bf 12
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no Distance to
Nearest Stream
(linear feet)
Type of Wetland***

evT rc
Pr4q'j
e ?r. }+v?,
_
C,
/? 9 a r? lJ?

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.aov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property:
Total area of wetland impact proposed:
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
( leasespecify)

EEL i
UT V,4,4

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.coni,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 700
Page 6 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
f Waterbod
T
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody

- (if applicable) y
ype o
(lake, pond, estuary,, sound,
bay, ocean, etc.)

c'c l?vcc?
es?ap??lm-
1.7- p?
uT 4-- C.,,. Lk BhMr
5cuur ?io??9

i___. _ .. t:.. ...:?,,,1 t... 4;11 avravatinn rlra?lainu_
* List each impact separately and identify temporary impacts. impacts mcmue, UUL aic uv? --l- -1
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., damiembankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
to
e-

,-Page Page 7 of 12
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be'considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htip://h2o.enr.state.ne.us/newetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Page 8 of 12
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/yU/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ? No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify, )?
Yes ? No ? If you answered "yes", provide the following information:
Page 9 of 12
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.Q / 1?1 L /1 n 1 `
\.•e. S P?U,r'z N... n l l R l LA 44C r le- S'1 rl -V 4 tw.i hFLa ?YLGIc r+.-2 r?OVst".
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
Zone 1 extends out 3U teet perpendicular trom near bank of channel; "Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No ?
Page 10 of 12
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
A cc_
,cg &re. dQ?
signature is valid only if an authorization letter from the applicant is provided.)
ITS Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell
US Army Corps of Engineers Avery Clay Jackson Polk
151 Patton Avenue Buncombe Cleveland Lincoln Rowan
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax: [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones
US Army Corps Of Engineers Bertie Dare Lenoir
Post Office Box 1000 Camden Gates Martin
Washington, NC 27889-1000 Carteret* Green Pamlico
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
Pitt
Tyrrell
Washington
Wayne
Union
Watauga
Yancey
Wilson
Yadkin
*Croatan National Forest Only
Page 11 'of 12
US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
North Carolina State Agencies
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 27699-4617
Telephone: [phone]
Fax: [phone]
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
Page 12'of 12
01 1417_ 0 9 Z d3s
EMERGENCY WATERSHED PROTECTION PROGRAM
PINEVIEW CEMETERY SITE
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
SPECIAL PROVISIONS
All operations for this work, shall be coordinated with the Contracting.Ofcer's
Representative. Work shall commence as soon as practical, but no later than 7 calendar days
after receipt of the "Notification to Begin Work". All work shall be completed within 72
calendar days, commencing the day following receipt of the "Notification to Begin Work"
from the Contracting Officer.
2. No bid will be considered unless all items in the Bid Schedule are priced.
3. Workweek: The maximum workweek that is approved for this contract is twelve (12) hours
per day, Monday through Saturday. No work shall be performed in excess of twelve (12)
hours per day, and no work, shall be performed on Sunday of any week.
4. The Contractor shall be responsible for the repair or replacement of any utilities or property
damaged by his/her construction operations. Of particular concern are the cemetery
gravestones and the Crepe Myrtle trees lining the cemetery road adjacent to this work site.
Damaged utilities or property shall be repaired or replaced to their original or better condition
as directed by the Contracting Officer's Representative. All repairs or replacements shall
meet the approval of the Contracting Officer's Representative.
5. Ingress and egress at the Pineview Cemetery site shall be only through the Wake Street
entrance on the east side of the cemetery.
6. Project Work Limits shall be that area bounded by the Crepe Myrtle trees on the west side of
the stream, the cemetery access roads to the. north, east and south of the project area, and a
line running 5 feet west of any cemetery gravestones located on the east side of the project.
Equipment and materials storage shall be within this work limit area unless the Cemetery
Supervisor agrees upon an alternate location.
7. The contractor must provide superintendence at the site that is experienced in the layout and
construction of rock vane instream structures.
8. All equipment, vehicles and work crew personnel shall yield to funeral processions and grave
site visitors.
9. Excess spoil material and other construction debris shall be disposed of properly by the
contractor at a site approved by the Contracting Officer's Representative.
10. All construction shall be performed in strict adherence to all local, state, and federal laws and
ordinances.
NC-EWP-A3 SP - 1 7/25/01
4
11. All activities shall be performed in strict accordance with the following
ENVIRONMENTAL SPECIAL CONDITIONS:
a. Removal of debris will be limited to vegetative and foreign materials. Excavation of
soil/sediment shall not be undertaken. Uprooted stumps may be pulled from the ground
(no excavation), but shall include no more than minimal amounts of soil attached to
roots. Debris removal will be restricted to that associated with storm debris.
b. Debris will be disposed on high ground where practicable, or where in wetlands,
sufficiently anchored (no excavation or fill) so that material will not be displaced back
into the stream channel.
c. Debris placed in wetlands shall be spread in a manner that does not impede lateral water
flow.
d. Equipment used will generally include hydraulic excavators equipped with a mechanical
thumb or grapple attachment, skidders, loaders, winches mounted on tracked or rubber-
tired equipment, portable winches, and chain saws.
e. Heavy equipment working in wetlands must be placed on mats, or other measures must
be taken to minimize soil disturbance.
f. Equipment shall operate adjacent to the stream and not within the stream unless prior
approval is granted. Where necessary, trees can be cut for access to worksites; however,
mechanized land clearing will not occur within wetlands at any time. Crossing a stream
to gain access to the opposite bank is permissible. Crossing sites should be selected to
minimize damage to the streambank and aquatic habitat.
g. No activity may cause more than minimal adverse impact on navigation.
h. In the event of a spill or discharge of petroleum products, or any other hazardous waste,
the Contractor shall contact the N. C. Division of Water Quality at 919-733-5083, Ext.
526; the NC Emergency Management Division in Raleigh at 1-800-858-0368; and the
Contracting Officer. If `waters of the state' are involved, or affected, the EPA National
Response Center at 1-800-424-8802 shall also be notified. In addition, the Contractor
shall comply with the provisions of the North Carolina Oil Pollution and Hazardous
Substances Control Act.
i. NRCS will be responsible for inspection and will ensure that the previously listed
conditions are met.
NC-EWP-A3 SP - 2 7/25/01
, a
PERFORMANCE TIME CALCULATION
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
Location: Pender County, North Carolina
Site No.: Pineview Cemetery
Computations based on a 6 day work week Work Days Required* 41
Anticipated date,of Commencement of Work September 4, 2001

onth

Calendar
Da s Avail.
Move
In
Days Sundays,
Holidays,
Shutdown
_Days
**
Rain
Days
***
'C
Adverse
Weather
Da s
Available
Work
Days
Cumulative
Work
Da s
Cumulative
Calendar
Da s

September
October 27
31 15
0 4
5 3
2 1
1.5 3
3 5
23 27
58
November 20 0 4 2 1.5 3 13 j41 78

Time starts day following notice to proceed
* Computations attached
** Prorated for partial month (Climatological Data for Tarboro)
* * * Time does not contribute to performance time
1 Performance Time = 78 Calendar Days
) 7 7"? /
Prepared by: 4024 ??
Checked by:
Approved by:
1C Factor - North Carolina EWP
Jan. 3 May 1.5 S ept. 1
Feb. 3 June 1 Oct. 1.5
March 2.5 July 1 Nov. 1.5
April 2 Aug. 1 Dec. 2
Date: *6 /-? ?
Date:
Date:
CALCULATION OF
' - ESTIMATED WORK DAYS REQUIRED
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
July 2001
WORK OR MATERIALS QUANTITY U
NITS PER WORK DAYS
DAY
1. Bid Item No. 1 - Mobilization and I -__
Demobilization 4
2. Bid Item No. 2 - Natural Channel 650 Lin300 3
and Streambank Restoration (se
3. Bid Item 3 - Wire Mesh Gabions 380 Lin50
a 8
(see note)
4. Bid Item 4 - Rock Cross Vane 5 Each 0.5 10
5. Bid Item 5 - Vegetation, 0.75 Acre .5 2
Permanent
6. Bid Item 6 - Mulching 0.75 Acre 1 1
7. Bid Item 7 - Rock Riprap Outlets 4 Outlet 2
2
Structures
(see note)
Grand Total
- - 41 days

Note: The units used to calculate workdays here are different from the bid units but relate
to the same quantity of work. While the units used for bid are convenient for bids
and payment, the units shown here are more convenient for estimation of time
required for installation.

COST ESTIMATE
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
July 2001
ITEM
NO. ITEMS
1 Mobilization and
Demobilization
2 Natural Stream Restoration
3 Wire Mesh Gabions
4 Rock Cross Vane
5 Vegetation, Permanent
6 Mulching
7 Rock Riprap Outlets
SPEC.
NO. QUANTITY UNIT UNIT PRICE
8 1 Lump Sum -------
482 1
64 253
461 5
406 0.75
406 0.75
64 25
Lump Sum
Cubic Yard
Each
Acre
Acre
Cubic Yard
$130.00
3000.00
$1200.00
$2500.00
$40.00
AMOUNT
$ 5,335.00
$ 8,000.00
$ 32,890.00
$ 15,000.00
$ 900.00
$ 1,875.00
S 1.000.00
TOTAL ESTIMATED COST $ 6,000.00
Prepared By- Date: ? z6 god
Checked By: Date:
Approved By: Date:
.-
BID- SCHEDULE
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
QUANTITIES
Final Pay
ITEM Contract Unit
Estimate Unit Amount Price Dollars

1. Bid Item No. 1 - 1 Lump
Mobilization and Sum
Demobilization
2. Bid Item No. 2 - Natural 1 Lump
Stream Restoration Sum
3. Bid Item 3 - Wire Mesh 253 Cubic
Gabions Yards
4. Bid Item 4 - Rock Cross 5 Each
Vane
5. Bid Item 5 - Vegetation, 0.75 Acres
Permanent
6. Bid Item 6 - Mulching 775 Acres
7. Bid Item 7 - Rock Riprap 25 Cubic
Outlet Yards
TOTAL
i
I
't W
CONSTRUCTION SPECIFICATION
8. MOBILIZATION AND DEMOBILIZATION
1. SCOPE
The work shall consist of the mobilization and demobilization of the Contractor's
forces and equipment necessary for performing the work required under the contract.
This work shall not include mobilization and demobilization for specific items of work
for which payment is provided elsewhere in the contract.
Mobilization will not be considered as work in fulfilling the contract requirement for
commencement of work.
2. EQUIPMENT AND MATERIALS
Mobilization shall include all activities and costs for transportation of personnel,
equipment, and operating supplies to the site; establishment of offices, buildings, and
other necessary facilities for the Contractor's operations at the site; premiums paid for
performance and payment bonds, including coinsurance and reinsurance agreements as
applicable; and other items specified in Section 4.
Demobilization shall include all activities and costs for transportation of personnel,
equipment, and supplies not included in the contract from the site; including the
disassembly, removal and site clean up, of offices, buildings, and other facilities
assembled on the site for this contract.
This work includes mobilization and demobilization required by the contract at the
time of award. If additional mobilization and demobilization activities and costs are
required during the performance of the contract as a result of changed, deleted, or
added items of work for which the Contractor is entitled to an adjustment in contract
price, compensation for such costs will be included in the price adjustment for the item
or items of work changed or added.
3. PAYMENT
Payment will be made as the work proceeds, after presentation of invoices by the
Contractor showing specific mobilization and demobilization costs and evidence of the
charges of suppliers, subcontractors, and others. If the total of such payments is less
than the lump sum contract price, the unpaid balance will be included in the final
contract payment. Payment of the lump sum contract price for mobilization and
demobilization will constitute full compensation for completion of the work.
NRCS-NEH-20 8-1 4/92

Payment will not be made under this item for the purchase costs of materials having a
residual value, the purchase costs of materials to be incorporated in the project, or the
purchase costs of operating supplies.
4. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 1, Mobilization and Demobilization
(1) This item shall consist of mobilization and demobilization of materials,
-equipment and other resources necessary for the completion of streambank
restoration activities at the Pineview Cemetery in the City of Rocky Mount,
North Carolina.
(2) Equipment and materials shall be stockpiled only at those on-site locations
specified by the Pineview Cemetery Supervisor and approved by the
Contracting Officer.
(3) Demobilization shall include site cleanup to remove any excess materials,
materials packing or binding and other debris associated with construction
activities.
(4) Payment shall be made in accordance with Section 3 above.
NRCS-NEH-20 8-2 4/92
CONSTRUCTION SPECIFICATION
21. EXCAVATION
1. SCOPE
The work shall consist of the excavation required by the
drawings and specifications and disposal of the excavated
materials.
2. CLASSIFICATION
Excavation will be classified as common excavation or
rock excavation in accordance with the following
definitions or will be designated as unclassified.
Common excavation shall be defined as' the excavation of
all materials that can be excavated, transported, and
unloaded by the use of heavy ripping equipment and wheel
tractor-scrapers with pusher tractors or that can be
excavated and dumped into place or loaded onto hauling
equipment by means of excavators having a rated capacity
of one cubic yard or larger and equipped with attachments
(such as shovel, bucket, backhoe, dragline or clam shell)
appropriate to the material type, character, and nature
of the materials.
Rock excavation shall be defined as the excavation of all
hard, compacted or cemented materials that requires
blasting or the use of ripping and excavating equipment
larger than defined for common excavation. The
excavation and removal of isolated boulders or rock
fragments larger than one (1) cubic yard encountered in
materials otherwise conforming to the definition of
common excavation shall be classified as rock excavation.
The presence. of isolated boulders or rock fragments
larger than one (1) cubic yard will not in itself be
sufficient cause to change the classification of the
surrounding material.
For the purpose of these classifications, the following
definitions shall apply:
Heavy ripping equipment shall be defined as a rear-
mounted, heavy duty, single-tooth, ripping attachment
mounted on a track type tractor having a power_ rating of
at least 2S0 flywheel horsepower unless otherwise
specified in Section 11.
Wheel tractor-scraper shall be defined as a self-loading
(not elevating) and unloading scraper having a struck
bowl capacity of at least twelve (12) cubic yards.
NRCS-NEH-20 21-1 10/98

Pusher tractor shall be defined as a track type tractor
having a power rating of at least 250 flywheel horsepower
equipped with appropriate attachments.
3. UNCLASSIFIED EXCAVATION
Excavation designated as "Unclassified Excavation" shall
include all materials encountered regardless of their
nature or the manner in which they are removed. When
excavation is unclassified, none of the definitions or
classifications stated in.Section 2, CLASSIFICATION,
shall apply.
4. BLASTING
The transportation, handling, storage, and use of
dynamite and other explosives shall be directed and
supervised by person(s) of proven experience and ability
who are authorized and qualified to conduct blasting
operations.
Blasting shall be done in such a manner as to prevent
damage to the work or unnecessary fracturing of the
foundation and shall conform to any special requirements
in Section 11 of this specification. When specified in
Section 11, the Contractor shall furnish the Engineer in
writing, a blasting plan prior to blasting operations.
5. USE OF EXCAVATED MATERIALS
Method 1 To the extent they are needed, all suitable
materials from the specified-excavations shall be used in
the construction of required permanent earthfill or
rockfill. The suitability of materials for specific
purposes will be determined by the Engineer. The
Contractor shall not waste or otherwise dispose of
suitable excavated materials.
Method 2 Suitable materials from the specified
excavations may be used in the construction of required
earthfill or rockfill. The suitability of materials for
specific purposes will be determined by the Engineer.
6. DISPOSAL OF WASTE MATERIALS
Method 1 All surplus or unsuitable excavated materials
will be designated as waste and shall be disposed of at
the locations shown on the drawings.
Method 2 All surplus or unsuitable excavated materials
will be designated as waste and shall be disposed of by
the Contractor at sites of his own choosing away from the
site of the work in an environmental acceptable manner
and that does not violate local rules and regulations.
NRCS-NEH-20 21-2 10/98
EXCAVATION LIMITS
Excavations shall comply with OSHA Construction Industry
Standards (29CFR Part 1926) Subpart P, Excavations,
Trenching, and Shoring. All excavations shall be
completed and maintained in a safe and stable condition
throughout the total construction phase. Structure and
trench excavations shall be completed to the specified
elevations and to the length and width required.to safely
install, adjust, and remove any forms, bracing, or
supports necessary for the installation of the work.
Excavations outside of the lines and limits shown on the
drawings or specified herein required to meet safety
requirements shall be the responsibility of the
Contractor in constructing and maintaining a safe and
stable excavation.
8. BORROW EXCAVATION
When the quantities of suitable materials obtained from
specified excavations are insufficient to construct the
specified earthfills and earth backfills, additional
materials shall be obtained from the designated borrow
areas. The extent and depth of borrow pits within the
limits of the designated borrow areas shall be as
specified in Section 11 or as approved by the Engineer.
Borrow pits shall be excavated and finally dressed to
blend with the existing topography and sloped to prevent
ponding and to provide drainage.
9. OVER-EXCAVATION
Excavation in rock beyond the specified lines and grades
shall be corrected by filling the resulting voids with
portland cement concrete made of materials and mix
proportions approved by the Engineer. Concrete that will
be exposed to the atmosphere when construction is
completed shall meet the requirements of concrete
selected for use under Construction Specification 31,
Concrete for Major Structures, or 32, Structure Concrete,
as appropriate.
Concrete that will be permanently covered shall contain
not less than five (5) bags of cement per cubic yard.
The concrete shall be placed and cured as specified b\,,,
the Engineer.
Excavation in earth beyond the specified lines and grades
shall be corrected by filling the resulting voids with
approved compacted earthfill, except that, if the earth
is to become the subgrade for riprap, rockfill, sand or
gravel bedding, or drainfill, the voids may be filled
NRCS-NEH-20 21-3 10/98
with material conforming to the specifications for the
riprap, rockfill, bedding or drainfill. Prior to
correcting an over-excavation condition, the Contractor
shall review the planned corrective action with the
Engineer and obtain approval of the corrective measures.
10. MEASUREMENT AND PAYMENT
For items of work for which specific unit prices are
established in the contract; the volume of each type and
class of excavation within the specified pay limits will
be measured and computed to the nearest cubic yard by the
method-of average cross-sectional end areas or by methods
outlined in Section 11 of this specification. Regardless
of quantities excavated, the measurement for payment will
be made to the specified pay limits, except that
excavation outside the specified lines and grades
directed by the Engineer to remove unsuitable material
will be included. Excavation required because unsuitable
conditions result from the Contractor's improper
construction operations, as determined by the Engineer,
will not be included for measurement and payment.
Method 1 The pay limits shall be as designated on the
drawings.
Method 2 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. The lower and lateral limits shall be the neat lines
and grades shown on the drawings.
Method 3 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. The lower and lateral limits shall be the true
surface of the completed excavation as directed by
the Engineer.
NRCS-NEH-20 21-4 10/98
J
Method 4 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. ;The lower limit shall be at the bottom surface of
the proposed structure.
C. The lateral limits shall be 18-inches outside of the
outside surfaces of the proposed structure or shall
be vertical planes 18-inches outside of and parallel
to the footings, whichever gives the larger pay
quantity, except as provided in d, below.
d. For trapezoidal channel linings or similar
structures that are to be supported upon the sides
of the excavation without intervening forms, the
lateral limits shall be at the under side of the
proposed lining or structure.
e. For the purposes of the definitions in b, c, and d,
above, any specified bedding or drainfill directly
beneath or beside the structure will be considered
to be a part of the structure.
All Methods The following provisions apply to all
methods of measurement and payment.
Payment for each type and class of excavation will be
made at the contract unit price for that type and class
of excavation. Such payment will constitute full
compensation for all labor, materials, equipment, and all
other items necessary and incidental to the performance
of the work, except that extra payment for backfilling
over-excavation will be made in accordance with the
following provisions:
Payment for backfilling over-excavation, as specified in
Section 9 of this specification, will be made only E the
excavation outside specified lines and grades is directed
by the Engineer to remove unsuitable material and if he
unsuitable condition is not a result of the Contractor's
improper construction operations as determined by the
Engineer.
NRCS-NEH-20 21-5 10/98
Compensation for any item of work described in the
contract but not listed in the bid schedule will be
included in the payment for the item of work to which it
is made subsidiary. Such items and the items to which
they are made subsidiary are identified in Section 11 of
this specification.
NRCS-NEH-20 21-6 10/98
11. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction detail
therefore are:
a. Excavation
(1) This item shall consist of furnishing all equipment, tools, and labor for common excavation
in conjunction with the construction of Wire Mesh Gabion structures and Natural Channel
and Streambank Restoration at the Pineview Cemetery in the City of Rocky Mount.
(2) Excess spoil from excavation operations shall be disposed of in an acceptable location
provided by the contractor.
(3) Excavation shall be considered subsidiary to Bid Item No. 2, Natural Stream Restoration
and Bid Item No. 3, Wire Mesh Gabions. No separate payment shall be made for
Excavation. Compensation for all materials, equipment, tool, labor and other incidental
expenses incurred in performing excavation activities shall be included in payment for to
Bid Item No. 2, Natural Stream Restoration and Bid Item No. 3, Wire Mesh Gabions.
USDA-NRCS 21-7 Excavation
NC-EWP July 2001

r t
CONSTRUCTION SPECIFICATION
61. ROCK RIPRAP
1. SCOPE
The work shall consist of the construction of rock riprap revetments and blankets,
including filter or bedding where specified.
2. MATERIALS
Rock riprap shall conform to the requirements of Material Specification 523 or, if so
specified shall be obtained from designated sources. It shall be free from dirt, clay, sand,
rock fines and other materials not meeting the required gradation limits.
At least thirty (30) days prior to delivery of rock from other than designated sources, the
Contractor shall designate in writing the source from which rock materials will be
obtained and provide information satisfactory to the Contracting Officer that the material
meets contract requirements. The Contractor shall provide the Contracting Officer's
Technical Representative (COTR) free access to the source for the purpose of obtaining
samples for testing. The size and grading of the rock shall be as specified in Section 8.
Rock from approved sources shall be excavated, selected, and processed to meet the
specified quality and grading requirements at the time the rock is installed.
When specified in Section 8 or, when requested by the Contracting Officer, a gradation
quality control check shall be made by the Contractor and subject to inspection by the
COTR. The test shall be performed at the work site, in accordance to ASTM D 5519 Test
Method B Size, Size-Range Grading, on a test pile of representative rock. The weight or
size of the test pile shall be large enough to ensure a representative gradation of rock from
the source and to provide test results within a five (5) percent accuracy.
Based on a specific gravity of 2.65 (typical of limestone and dolomite), and assuming the
individual rock is shaped midway between a sphere and a cube, typical size/weight
relationships are:
Sieve Size Approximate Weight Weight of
of Rock of Rock Test Pile
16 inches 300 pounds 6000 pounds
11 inches 100 pounds 2000 pounds
6 inches 15 pounds 300 pounds
The results of the test shall be compared to the gradation required for the project. Test pile
results that do not meet the construction specifications shall be cause for the rock to the
rejected. The test pile that meets contract requirements shall be left on the job site as a
sample for visual comparison. The test pile shall be used as part of the last rock riprati to
be placed. -
Filter or bedding aggregates when required, shall conform to Material Specification 521,
unless otherwise specified. Geotextiles shall conform to Material Specification 592.
NRCS 61-1 1/97
3. SUBGRADE PREPARATION
The subgrade surfaces on which the rock riprap, filter, bedding or geotextile is to be
placed shall be cut or filled and graded to the lines and grades shown on the drawings.
When fill to subgrade lines is required, it shall consist of approved materials and shall
conform to the requirements of the specified class of earthfill.
Rock riprap; filter, bedding or geotextile shall not be placed until the foundation
preparation is completed and the subgrade surfaces have been inspected and approved.
4. 'EQUIPMENT-PLACED ROCK RIPRAP
The rock riprap; shall be placed by equipment on the surfaces and to the depths specified.
The rock riprap shall be installed to the full course thickness in one operation and in such a
manner as to avoid serious displacement of the underlying materials. The rock for riprap
shall be delivered and placed in a manner that will ensure that the riprap in-place shall be
reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact
one to another with the smaller rocks and spalls filling the voids between the larger rocks.
Some hand placing may be required to provide a neat and uniform surface.
Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing
will be required as necessary to prevent damage to any new and existing structures.
5. HAND-PLACED ROCK RIPRAP
The rock riprap shall be placed by hand on the surfaces and to the depths specified. It
shall be securely bedded with the larger rocks firmly in contact one to another without
bridging. Spaces between the larger rocks shall be filled with smaller rocks and spalls.
Smaller rocks shall not be grouped as a substitute for larger rock. Flat slab rock shall be
laid on its vertical edge; except where it is laid like paving stone and the thickness of the
rock equals the specified depth of the riprap course.
6. FILTER OR BEDDING
When the contract specifies filter, bedding or geotextile beneath the rock riprap, the
designated material shall be placed on the prepared subgrade surface as specified.
Compaction of filter or bedding aggregate will not be required, but the surface of such
material shall be finished reasonably smooth and free of mounds, dips, or windrows.
7. MEASUREMENT AND PAYMENT
Method 1
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. The volume of each type of filter or bedding aggregate
will be measured within the specified limits and computed to the nearest cubic yard by the
method of average cross-sectional end areas. For each load of rock riprap placed as
specified, the Contractor shall furnish to the COTR a statement-of-delivery ticket showing
the weight, to nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
NRCS 61-2 1/97
Method 2
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest 0.1 ton by actual weight. The quantity of each type of filter or bedding
aggregate delivered and placed within the specified limits will be computed to the nearest
0.1 ton. For each load of rock riprap placed as specified, the Contractor shall furnish to
the Engineer a statement-of-delivery ticket showing the weight, to the nearest 0.1 ton. For
each load of filter or bedding aggregate, the Contractor shall furnish to the COTR a
statement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 3
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap and filter or bedding aggregate will be measured within
the specified limits and computed to the nearest cubic yard by the method of average
cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 4
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap, including filter and bedding aggregate, will be
measured within the specified limits and computed to the nearest cubic yard by the method
of average cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, including
filter and bedding. Such payment will be considered full compensation for completion of
the work.
Method 5
For items of work for which specific unit prices are established by the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. For each load of rock for riprap placed as specified, the
Contractor shall famish to the COTR a statement-of-delivery ticket showing the weight to
the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
Method 6
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap will be measured within the specified limits and
computed to the nearest cubic yard by the method of average cross-sectional end areas.
NRCS 61-3 1/97
Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
All Methods
The following provision apply to all methods of measurement and payment.
Compensation for any item of work described in the contract but not listed in the bid
schedule will be included in the payment for the item of work to which it is made
subsidiary. Such items and the items to which they are made subsidiary are identified in
Section 8.
No separate payment will be made for testing the gradation of the test pile. Compensation
for testing will be included in the appropriate bid item for riprap.
8. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 7, Rock Riprap Outlet
(1) This item shall consist of fin-nishing materials, equipment, tools, and labor to
install Rock Riprap Outlets for surface water control at the Pineview Cemetery
in the City of Rocky Mount in the locations and as shown in the drawings.
(2) Rock used for Rock Riprap Outlets shall have a D50 size of not less than 8
inches. No rock shall be larger than 15 inches. No more that 10 percent of the
rock by volume shall be less than 4 inches and not more that 10 percent of the
rock by volume shall be larger than 12 inches.
(3) Rock Riprap shall be placed a minimum of 12 inches thick at all points in the
outlet. In no case shall the Geotextile fabric be visible through the rock riprap.
This may require some hand placement of smaller rock to fill in the voids if rock
used is in the upper end of the size range specified.
(4) Approximately 25 tons of rock riprap will be required for construction of the
four (4) outlets planned at this site.
(5) All rock shall be underlain by a Non-woven needle-punched Geotextile fabric
meeting the requirements of Material Specification 592 - Geotextile for Class I
Non-woven Geotextile.
(6) Payment shall be by Method 5 as discussed in Section 7. above.
NRCS 61-4 1/97
CONSTRUCTION SPECIFICATION
1. SCOPE
64. WIRE MESH GABIONS AND MATTRESSES
TWISTED (WOVEN) OR WELDED MESH
The work shall consist of furnishing, assembling and
installing rock filled wire mesh gabion baskets and
mattresses.

2. TYPES
Gabions shall consist of rectangular wire mesh formed
containers filled with rock. Gabions will conform to one
of the following types:
Woven Mesh. Non-raveling double twisted hexagonal wire
mesh, consisting of two wires twisted together in two 180
degree turns.
Welded Mesh. Welded-wire mesh with a uniform square or
rectangular pattern and a resistance weld at each
intersection. The welded wire connections shall conform
with the requirements of ASTM A 185, including wire
smaller than W1.2 (0.124 in.); except that the welded
connections shall have a minimum average shear strength
of 70% and a minimum shear strength of 600 of the minimum
ultimate tensile strength of the wire.
Gabions. Gabions shall be furnished as baskets or
mattresses, as specified in Section 8. Baskets and
mattresses shall be fabricated within a dimension
tolerance of plus or minus 5 percent.
Baskets. Baskets have a height of 12.inches or greater.
Mattresses. Mattresses have a thickness of 12 inches and
less.
3. MATFRTAT..q
Gabions shall be fabricated, assembled and installed in
accordance with the nominal wire sizes and dimensions
found in Tables l and 2, using the following materials,
unless otherwise specified in Section 8.
Wire for fabrication and assembly shall be hot-dipped
galvanized. The wire shall have a minimum tensile
strength of 60,000 psi. Galvanized steel wire shal'_
conform to ASTM A 641, Class-3, Soft Temper.
NRCS-NEH-20 64-1 11/97
TABLE 1 (Minimum Requirements)*
GABION BASKETS--Height 12, 18, or 36 Inches; Length as
Spec ified
Type Mesh Wire PVC Total Galvanized
of Wire Size Diameter Coating Diamete r Coating
Inches Inches Inches Inches oz./SF

Woven 3- 1/4 x 4-1/2 0.118 None 0.118 0
80
Mesh 3- 1/4 x 4-1/2 0.105 0.02 0.145 .
0.80
Selvage 0.153 None 0.153 0.80
0.132 0.02 0.172 0.80
Lacing and 0.086 0.02 0.126 0
70
Internal .
Connecting
Wire
Welded 3 x 3 0.118 None 0.118 0.80
Mesh 3 x 3 0.105 0.02 0.145 0.80
Spiral 0.105 0.02 0.145 0.80
Binder
TABLE 2 (Minimum Requirements)*
GABION MATTRESSES--Height 6, 9, or 12 Inches; Length as
Specified
Type Mesh Wire PVC Total Galvanized
of Wire Size Diameter Coating Diameter Coating
Inches Inches Inches Inches oz./SF
Woven 2-1/2 x 3-1/4 0.086 0.02 0.126 0
70
Mesh .
Selvage 0.105 0.02 0.145 0.80
Lacing and 0.086 0.02 0.126 0
70
Internal .
Connecting
Wire
Welded 1-1/2 x 3 0.080 0.02 0.120 0.70
Mesh
Spiral 0.105 0.02 0.145 0.80
Binder
*NOTE: The wire sizes and PVC coating thickness shown are
nominal sizes.
The wire sizes include the galvanizing
coating thickness.
When Epoxy or Polyvinyl C hloride (PVC) coated wire is
specified in Section 8, the galvanized wire shall be
NRCS-NEH-20 64-2 11/97
coated by fusion bonded epoxy; or fusion bonded,
extruded, or extruded and bonded PVC material. The wire
coating shall be colored black, gray, green or silvery;
and the initial properties of the PVC coating shall meet
the following requirements:
(a) Specific Gravity. In the range of 1.30 to 1.40,
ASTM D 792.
(b) Abrasion Resistance. The percentage
shall be less than 120, when tested
ASTM D 1242, Method B at 200 cycles,
.Tape, 80 Grit.
(c) Brittleness Temperature. Not higher
D 746.
of weight loss
according to
CSI-A Abrader
than 15°F, ASTM
(d)' Tensile Strength. Extruded Coating (not less than
2,980 psi., ASTM,D 412). Fusion Bonded Coating (not
less than 2,275 psi., ASTM D 638).
(e) Modulus of Elasticity. Extruded Coating (not less
than 2,700 psi. at 100 percent strain, ASTM D 412).
Fusion Bonded Coating (not less than 1980 psi. at
100 percent strain, ASTM D 638).
(f) Ultraviolet Light Exposure. A test period of not
less than 3000 hours, using apparatus type E at 63
C, ASTM G 23.
(g) Salt Spray Test. A test period of not less than
3000 hours, ASTM B 117.
After the exposure to ultraviolet light and the salt
spray test as specified above, the PVC coating shall not
show cracks, blisters, splits, nor noticeable change of
coloring (surface chalk).. In addition, the specific
gravity shall not change more than six (6) percent,
resistance to abrasion shall not change more than ten
(10) percent, tensile strength shall not change more than
25 percent, and modulus of elasticity shall not change
more 25 percent from their initial values.
The wire sizes shown in Tables 1 and 2 are the size of
the wire after galvanizing and before coating with PVC.
Spiral binders are the standard fastener for welded-mesh
gabion baskets and mattresses, and shall be formed from
wire meeting the same quality and coating thickness
requirements as specified for the gabion baskets and
mattresses.
Alternate fasteners for use with wire mesh gabions, such
as ring fasteners, shall be formed from wire meeting the
NRCS-NEH-20 64-3 11/97
J
same quality and coating thickness requirements as
specified for the gabions.
Standard fasteners and alternate fasteners must provide a
minimum strength of 1,400 lb. per lineal foot for gabion
baskets and 900 lb. per lineal foot for gabion
mattresses. When used to interconnect gabion baskets or
mattresses with PVC coating, ring fasteners shall be made
of stainless steel and spiral fasteners will be PVC
coated. All fasteners shall meet all of the closing
requirements of the gabion manufacturer in addition to
any requirements specified in Section 8.
Rock shall conform to the quality requirements in
Material Specification 523, unless otherwise specified in
Section 8. At least 85 percent of the rock particles, by
weight, shall be within the predominant rock size range.
Gabion Basket
or Mattress
Height
--------------
12, 18, or 36
Inch Basket
Predominant
Rock Size
Inches
------------
4 to 8
Minimum Rock Max. Rock
Dimension Dimension
Inches Inches
------------ ---------
4 9
6, 9, or 12
Inch Mattress
3 to 6
3 7
At least 30 days prior to delivery to the site, the
Contractor shall inform the Engineer in writing of the
source from which the rock will be obtained, and include
the test data and other information by which the material
was determined by the Contractor to meet the
specification. The Contractor shall provide the,Engineer
free access to the source for the purpose of obtaining
samples for testing and source approval.
Bedding or filter material, when specified, shall meet
the gradation shown on the plans or as specified in
Section 8, and the requirements of Material Specification
521. Geotextile, when specified, shall conform to the
requirements specified in Section 8, and those of
Material Specification 592.
4
FOUNDATION PREPARATION
The foundation on which the gabions are to be placed
shall be cut or filled and graded to the lines and grades
shown on the drawings. Surface irregularities, loose
material, vegetation, and all foreign matter shall be
removed from foundations. When fill is required, it
shall consist of materials conforming to the specified
NRCS-NEH-20 . 64-4 11/97
requirements. Gabions and bedding or specified
geotextiles shall not be placed until the foundation
preparation is completed, and the subgrade surfaces have
been inspected and approved by the Engineer.
Compaction of bedding or filter material will be required
as specified in Section 8. The surface of the finished
material shall be to grade and free of mounds, dips or
windrows. Geotextile shall be installed in accordance
with the requirements of Construction Specification 95.
5. ASSEMBLY AND PLACEMENT
Unless otherwise specified in Section 8, the assembly and
placement of gabions shall be in accordance with the
following procedures:
Assembly. Rotate the gabion panels into position and
join the vertical edges with fasteners for gabion
assembly. Where lacing wire is used, wrap the wire with
alternating single and double half-hitches at intervals
between four (4) to vice (5) inches. Where spiral
fasteners are used for welded-wire mesh, crimp the ends
to secure the spirals in place. Where ring type
alternate fasteners are used for basket assembly, install
the fasteners at a maximum spacing of 6 inches. Use the
same fastening procedures to install interior diaphragms
where they are required.
Interior diaphragms will be required where any inside
dimension exceeds three (3) feet. Diaphragms will be
installed to assure that no open intervals are present
that exceed three (3) feet.
Placement. Place the empty gabions on the foundation and
interconnect the adjacent gabions along the top, bottom,
and vertical edges using lacing wire. Wrap the wire with
alternating single and double half-hitches at intervals
between four (4) to six (6) inches. Unless otherwise
specified in Section 8, lacing wire will be the only
fastener allowed for interconnecting woven mesh gabions.
Spiral fasteners are commonly used for the assembly and
interconnection of welded mesh gabions. Spirals are
screwed down at the connecting edges then each end of the
spiral is securely tied down to prevent unraveling.
Lacing may be used as needed to supplement the
interconnection of welded mesh gabions, and the closing
of lids.
Interconnect each layer of gabions to the underlying
layer of gabions along the front, back, and sides.
Stagger the vertical joints between the gabions of
adjacent rows and layers by at least one-half of a cell
length.
NRCS-NEH-20 64-5 11/97
6. FILLING OPERATION
After adjacent empty woven wire gabion units are set to
line and grade and common sides properly connected, they
shall be placed in straight line tension and stretched to
remove any kinks from the mesh and to gain a uniform
alignment. Welded-mesh gabions do not require
stretching. Staking of the gabions may be done to
maintain the established proper alignment prior to the
placement of rock. No stakes shall be placed through
geotextile material. Connecting lacing wire and other
fasteners (as allowed), shall be attached during the
filling operation to preserve the st.rength and shape of
the structure.
Internal connecting cross-tie wires shall be placed in
each unrestrained gabion cell greater -than 18 inches in
height, including gabion cells left temporarily
unrestrained. Two internal connecting wires shall be
placed concurrently with rock placement, at each 12-inch
interval of depth. In woven mesh gabions these cross-
ties will be placed evenly spaced along the front face
and connecting to the back face. All cross-tie wires
shall be looped around two mesh openings and each wire
end shall be secured by a minimum of five 180 degree
twists around itself after looping.
In welded mesh gabions these cross-ties or stiffeners
will be placed across the corners of the gabions (at 12
inches from the corners) providing diagonal bracing.
Lacing wire or preformed hooked wire stiffeners may be
used.
The gabions shall be carefully filled with rock, either
by machine or hand methods, ensuring alignment, avoiding
bulges, and providing a compact mass that minimizes
voids. Machine placement will require supplementing with
hand work to ensure the desired results. The cells in
any row shall be filled in stages so that the depth of
rock placed in any one cell does not exceed the depth of
rock in any adjoining cell by more than 12 inches. Along
the exposed faces, the outer layer of stone shall be
carefully placed and arranged by hand to ensure a neat,
compact placement with a uniform appearance.
The last layer of rock shall be uniformly leveled to the
top edges of the gabions. Lids shall be stretched tianz
over the rock filling using only approved lid closing
tools as necessary. The use of crowbars or other single
point leverage bars for lid closing is prohibited as they
may damage the baskets. The lid shall be stretched until
it meets the perimeter edges of the front and end panels.
The gabion lid shall then be secured to the sides, ends,
NRCS-NEH-20 64-6 11/97
and diaphragms with spiral binders, approved alternate
fasteners, or lacing wire wrapped with alternating single
and double half-hitches in the mesh openings.
Any damage to the wire or coatings during.assembly,
placement and filling shall be repaired promptly in
accordance with the manufacturer's recommendations or
replaced with undamaged gabion baskets.
7. MEASUREMENT AND PAYMENT
Method 1 For items of work for which specific unit
prices are established in the contract; the volume of
rock will be measured within the neat lines of the gabion
structure and computed to the nearest cubic yard.
Payment for gabions will be made at the contract unit
price, and includes the wire mesh and rock. Such payment
will be considered full compensation -for all labor,
materials, equipment and all other items necessary and
incidental to completion of the work.
Method 2 For items of work for which specific unit
prices are established in the contract, the volume of the
gabions will be measured within the neat lines of the
gabion structure and computed to the nearest cubic yard.
Payment for the gabions will be made at the contract unit
price, and includes the wire mesh, rock and specified
bedding material or geotextile. Such payment will be
considered full compensation for all labor, materials,
equipment and all other items necessary and incidental to
the completion of the work.
Method 3 For items of work for which specific unit
prices are established in the contract, the surface area
will be measured within the neat lines of the gabion
mattress structure and computed to the nearest square
yard. Payment for the gabion mattress will be made at
the contract unit price, and includes the wire mesh and
rock. Such payment will be considered full compensation
for all labor, materials, equipment and all other items
necessary and incidental to the completion of the work.
Method 4 For items of work for which specific unit
prices are established in the contract, the surface area
will be measured within the neat lines of the gabion
mattress structure and.computed to the nearest square
yard. Payment for the gabion mattress will be made at
the contract unit price, and include the wire mesh, rock
and specified bedding material or geotextile. Such
payment will be considered full compensation for all
labor, materials, equipment and all other items necessary
and incidental to the completion of the work.
NRCS-NEH-20 64-7 11/97
All Methods The following provisions apply to all
methods of measurement and payment. Unless otherwise
specified in Section 8, no deduction in volume will be
made for any void or embedded item. Compensation for any
item of work described in the contract, but 'not listed in
the bid schedule will be included in the payment for the
item of work to which it is made subsidiary. Each item
and the items to which they are made subsidiary are
identified in Section 8 .of this specification.
NRCS-NEH-20 64-8 11/97
8. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details therefore
are:
a. Bid Item No. 3, Wire Mesh Gabions
(1) This item shall consist of furnishing materials, assembly and installation of wire mesh gabions
including all necessary excavation and earth fill at the Pineview Cemetery in the City of Rocky
Mount in the locations and as shown in the drawings.
(2) The Gabion installation shall consist of two structures, extending from each end of the rock headwall
at approximately station 2+75 on the right bank of the stream. The upstream structure begins at the
rock headwall and extends upstream approximately 120 linear feet to station 4+00. The downstream
structure begins at the rock headwall and extends downstream for approximately 260 linear feet to the
rock headwall of the road crossing near station 0+00. Installation of the gabion structures shall begin
flush with the walls of the rock headwall at station 2+75 and-extend upstream and downstream.
(3) Approximately 380 linear feet of wire mesh gabion streambank stabilization is to be constructed
requiring approximately 253 cubic yards of rock fill. Approximate number of gabion baskets and
mattresses are as follows:
Approx.
Gabion Size Number
Rock Volume Total Rock
Per Gabion Volume
(cu. yds.) (cu. yds.)
9'x3'x3' 70
6'x3'x3' 14
3'x31X.) 15
3.0 210
2.0 . 28
1.0 . 15
Total Cubic Yards 253
Gabion mattresses and baskets with lengths different from those listed above may be used if the
specified lengths are not readily available. For example, fifteen 6' x 3' x 3' baskets may be used in
lieu of ten 9'x Y x 3' baskets. Any such substitutions must be approved by the engineer prior to
assembly and placement. Use of differing lengths at extreme ends of the structure and at other
locations as needed is encouraged to allow "staggering" of the basket layers.
(4) All wire used in the fabrication of the gabions and in the wiring operations during construction shall.
after zinc coating, have extruded onto it a coating of polyvinyl chloride, otherwise referred to. as
"PVC". It shall be capable of resisting deleterious effects of natural weather exposure, immersion in
salt water and shall not show any material difference in its initial characteristics.
USDA-NRCS 64-9 Pineview Cemetery
Mr-PIVP
(5) Assembly and installation of wire mesh gabions shall be performed in accordance with the
manufacturer's recommendations. Gabion baskets shall be aligned and stretched tightly to provide
neat, uniform lines prior to and during the placement of rock fill. An anchor basket or other massive
object shall be used to provide the tension necessary to properly stretch the gabion baskets prior to
and during the filling process. It shall be placed on grade and in line downstream from gabions being
filled with rock. Winch pullers (or come alongs) with cables attached to the anchor basket shall be
used to maintain tension on the baskets being installed during the filling process.
(6) Adjacent rows of gabion baskets shall be placed in a staggered fashion which will result in the center
of baskets in one row being approximately over the seam of two adjacent baskets in the lower row.
This will require the use of some differing length baskets. Baskets shall not be disassembled or cut in
order to provide the stagger.
(7) Where gabion baskets do not lie neatly adjacent to each other due to structure alignment, the wire
mesh may be cut or bent to form the irregular shapes necessary to provide positive contact with
adjacent baskets. Where this is done the cut or bent edges of the mesh must not be left loose but shall
be laced securely to another part of the structure as described-in section 5. of this specification,
Assembly and Placement.
(8) Gabion rock fill material shall be sound durable stone obtained from a N.C. Department of
Transportation approved quarry, river stone obtained from the required excavations, or other sources
of equivalent material as approved by the engineer. Suitable stone, removed as a part of the stream
channel and streambank restoration work, may be separated, graded and used as gabion fill material.
Gabion fill stone shall be sound and not excessively weathered. Stone which crumbles shall be
rejected.
(9) Geotextile fabric filter cloth meeting the requirements of Construction Specification 95 shall be placed
beneath and behind all gabion baskets. Edges of adjacent strips of fabric filter cloth shall be
overlapped no less than 18 inches. The upstream strip shall lap over the downstream strip where
vertical seams are required. The higher strip shall overlap the lower strip when horizontal seams are
required. Fabric shall be placed adjacent to the wire mesh gabions and shall be laced to the top edge
of all gabion baskets at intervals of no less than 12 inches prior to placement of any fill material
behind the gabion structure. Where horizontal seams of fabric filter cloth overlap, the uppermost edge
of the inside seam shall be laced to the basket. See Construction Specification 95 - Geotextile, for
details regarding material grade and handling of fabric filter cloth.
(10) Where possible gabion baskets shall be placed against neatly excavated cut slopes. Where backfill is
required, earth and rock fill shall be placed behind all gabion baskets. Fill shall consist of coarse
grained material with no more than 10 percent being larger than 6 inches in diameter and none greater
than 12 inches. Fill material shall be compacted thoroughly using manual directed power tamps
(whacker packer) or other vibratory compaction equipment. Maximum fill between tamping
operations shall be twelve (12) inches.
USDA-NRCS 64-10 Pineview Cemetery
NC-EWP July 2001
(11) Payment shall be made b
gabion values shown in Paragraph (2') Volume of rock fill shall be computed usin the v
above. g oltune per
(12) Items which are subsidiary to wire mesh gabions are as follows:
(a) Construction Specification 95 - Geotextile
(b) Construction Specification 21 - Excavation
n/! -
CONSTRUCTION SPECIFICATION
95. GEOTEXTILE
1. SCOPE
This work shall consist of fiirnishing all materials, equipment, and labor necessary for
the installation of geotextiles.
2. QUALITY
Geotextiles shall conform to the requirements of Material Specification 592 and this
specification.
3. STORAGE
Prior to use, the geotextile shall be stored in a clean dry place, out of direct sunlight,
not subject to extremes of either hot or cold, and with the manufacturer's protective
cover in place. Receiving, storage, and handling at the job site shall be in accordance
with the requirements in ASTM D 4873.
4. SURFACE PREPARATION
The surface on which the geotextile is to be placed shall be graded to the neat lines and
grades as shown on the drawings. The surface shall be reasonably smooth and free of
loose rock and clods, holes, depressions, projections, muddy conditions and standing
or flowing water (unless otherwise specified in Section 7).
5. PLACEMENT
Prior to placement of the geotextile, the soil surface will be inspected for quality
assurance of design and construction. The geotextile shall be placed on the approved
prepared surface at the locations and in accordance with the details shown on the
drawings and specified. The geotextile shall be unrolled along the placement area and
loosely laid (not stretched) in such a manner that it will conform to the surface
irregularities when material is placed on or against it. The geotextile may be folded
and overlapped to permit proper placement in the designated area.
Method l The geotextile shall be joined by machine sewing using thread of a material
meeting the chemical requirements for the geotextile fibers or yarn. The sewn overlap
shall be 6 inches and the sewing shall consist of two parallel stitched rows at a spacing
of approximately I inch and shall not cross (except for any restitching). The stitching
shall be a lock-type stitch. Each row of stitching shall be located a minimum of 2
inches from the geotextile edge. The seam type and sewing machine to be used shall
produce a seam strength, in the specified geotextile that, as a minimum, is 90 percent
of the tensile strength in the weakest principal direction of the geotextile being used,
NRCS-NEH-20 95-1 8/91
when tested in accordance with ASTM D 4884. The seams may be factory or field
sewn.
The geotextile shall be temporarily secured during placement of overlying materials to
prevent slippage, folding, wrinkling, or other movement of the geotextile. Unless
otherwise specified, methods of securing shall not cause punctures, tears or other
openings to be formed in the geotextile.
Method 2 The geotextile shall be joined by overlapping a minimum of 18 inches
(unless otherwise specified), and secured against the underlying foundation material.
Securing pins, approved and provided by the geotextile manufacturer, shall be placed
along the edge of the panel or roll material to adequately hold it in place during
installation. Pins shall be steel or fiberglass formed as a "U", "L", or "T" shape or
contain "ears" to prevent total penetration. Steel washers shall be provided on all but
the "U" shaped pins. The, upstream or up-slope geotextile shall overlap the abutting
down-slope geotextile. At vertical laps, securing pins shall be inserted through both
layers along a line through approximately the midpoint of the overlap. At horizontal
laps and across slope laps, securing pins shall be inserted through the bottom layer
only. Securing pins shall be placed along a line approximately 2 inches in from the
edge of the placed geotextile at intervals not to exceed 12 feet unless otherwise
specified. Additional pins shall be installed as necessary and where appropriate, to
prevent any undue slippage or movement of the geotextile. The use of securing pins
will be held to the minimum necessary. Pins are to be left in place unless otherwise
specified.
Should the geotextile be torn or punctured, or the overlaps or sewn joint disturbed, as
evidenced by visible geotextile damage, subgrade pumping, intrusion, or grade
distortion, the backf ll around the damaged or displaced area shall be removed and
restored to the original approved condition. The repair shall consist of a patch of the
same type of geotextile being used, overlaying the existing geotextile. When the
geotextile seams are required to be sewed, the overlay patch shall extend a minimum
of one foot beyond the edge of any damaged area and joined by sewing as required for
the original geotextile except that the sewing shall be a minimum of 6 inches from the
edge of the damaged geotextile. Geotextile panels joined by overlap shall have the
patch extend a minimum of 2 feet from the edge of any damaged area.
Geotextile shall be placed in accordance with the following applicable specification
according to the use indicated in Section 7:
a. Slope. Protection The geotextile shall not be placed until it can be anchored and
protected with the specified covering within 48 hours or protected from exposure to
ultraviolet light. In no case shall material be dropped on uncovered geotextile from
a height greater than 3 feet.
NRCS-NEH-20 95-2 8/91
CONSTRUCTION SPECIFICATION
405. PIPE JOINT REPAIR
1. Scope
The work will consist of the excavation and repair of existing concrete pipe in
locations as shown on the drawings.
2. Materials
Existing pipe sections shall be examined to determine if they are structurally sound.
If individual pipe sections are cracked or significantly deteriorated they shall be
replaced with structurally sound pipe of the same size and type. Replacement pipe
may be used pipe but must be inspected and approved prio'r-to installation.
Geotextile joint wrap shall be new first quality non-woven needle-punched fabric of a
minimum weight of 7.0 ounces per square yard.
3. Excavation and Inspection of Existing Pipe Joints
Disjointed pipe shall be removed in a manner that minimizes damage to the existing
pipe, the adjacent headwall and the paved cemetery road. The excavation trench shall
be as small as possible and neither excavation nor placement of excavated material
shall be performed in a manner that may cause damage to the headwall or paved road.
When the first section of pipe is removed, the joint gap between the second and third
section shall be visually inspected from the inside of the pipe to determine if the
second section is to be removed. If a joint gap of two (2) inches or more is found, or
if there is obvious indication that soil material is migrating into the pipe through the
joint, the second section shall be removed. If the second section of pipe is removed,
this same process shall be followed for the joint gap between the third and fourth
section of pipe. No more than three sections of pipe shall be removed.
4. Replacement of Pipe and Backfill Operation
Prior to replacement of concrete pipe sections, the foundation soils shall be well
compacted using a manually directed power tamp. Geotextile joint wrap shall be
placed on the finished foundation at the location of the joint prior to placement of the
pipe. The pipe shall be placed in such a manner as to minimize the joint gap between
sections of pipe.
USDA-NRCS (405-1) Pipe Joint Repair
NC-EWP July 2001
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Geotextile for Gabion Structures
(1) This item shall consist of furnishing and installing Geotextile materials for slope
protection in conjunction with the constriction of wire mesh gabion structures at the
? ineview Cemetery in the City of Rocky Mount.
(2) Geotextile shall be of the Non-woven needle-punched type and shall conform to the
minimum requirements for Class I Non-woven Geotextile.
(3) Geotextile shall be considered subsidiary to Bid Item No. 3, Wire Mesh Gabions.
No separate payment shall be made for Geotextile. Compensation for all materials,
labor and other incidental expenses incurred in furnishing and installing Geotextile
shall be included in payment for Bid Item No. 3, Wire Mesh Gabions.
USDA-NRCS 95-4 Geotextile
NC-EWP July 2001
b. Subsurface Drains The geotextile shall not be placed until drainfill or other
material can be used to cover it within the same working day. Drainfill material
shall be placed in a manner that prevents damage to the geotextile. In no case shall
material be dropped on uncovered geotextile from a height greater than 5 feet.
Road Stabilization The geotextile shall be unrolled in a direction parallel to the
roadway centerline in a loose manner permitting it to conform to the surface
irregularities when roadway fill material is placed on it. In no case shall material be
dropped on uncovered geotextile from a height greater than 5 feet. Unless otherwise
specified, the minimum overlap of geotextile panels joined without sewing shall be
24 inches. The geotextile may be temporarily secured with pins recommended or
provided by the manufacturer but they shall be removed prior to placement of the
permanent covering material.
6. MEASUREMENT AND PAYMENT
Method 1 For items of work for which specific unit prices are established in the
contract, the quantity of geotextile for each type placed within the specified limits will
be determined to the nearest specified unit by measurements made of the covered
surfaces only, disregarding that required for anchorage, seams, and overlaps. Payment
will be made at the contract unit price. Such payment will constitute full
compensation for the completion of the work.
Method 2 For items of work for which specific unit prices are established in the
contract, the quantity of geotextile for each type placed within the specified limits will
be determined to the nearest specified unit by computing the area of the actual roll
size, or partial roll size installed. The computed area will include the amount required
for overlaps, seams, and anchorage as specified. Payment will be made at the contract
unit price. Such payment will constitute full compensation for the completion of the
work.
Method 3 For items of work for which specific lump sum prices are established in the
contract, the quantity of geotextile will not be measured for payment. Payment for
geotextiles will be made at the contract lump sum price and will constitute full
compensation for the completion of the work.
All Methods The following provisions apply to all methods of measurement and
payment. Compensation for any item of work described in the contract but not listed
in the bid schedule will be included in the payment for the item of work to which it is
made subsidiary. Such items and the items to which they are made subsidiary are
identified in Section 7 of this specification.
8/91
NRCS-NEH-20 95 -3
- 5. Geotextile Joint Wrap
All pipe joints shall be wrapped with a non-woven geotextile of a minimum weight of
7.0 ounces per square yard. The geotextile wrap shall be minimum of 24 inches wide
and long enough to wrap around the pipe at least two times (Approximately 7.5 feet
long for 24 inch pipe). The pipe joint shall be wrapped such that it lies in the
approximate center of the width of geotextile. The geotextile wrap shall be tightly
wound around the joint and secured at no less than two places by cord or tape in such
a manner as to hold the wrap in place during filling and compacting operations. The
geotextile wrap shall be pulled tightly over the joint and not allowed to sag into the
joint gap. 3f a significant gap exists at the joint, fill material shall be placed on the
geotextile wrap on either side of the joint to a depth of a minimum of nine (9) inches
before fill material is placed over the joint.
6. Method of Payment
Measurement and payment for pipe joint repair shall be as discussed in Section 7.
below.
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefor are:
a. Subsidiary Item - Pipe Joint Repair
(1) This work shall consist of the removal and replacement of one or more
sections of concrete pipe at the Pineview Cemetery in the location of the rock
headwall at approximately station 2+75 as shown on the Plan View drawing.
(2) The last joint of pipe that outlets into the stream shall be set on a foundation of
rock within the gabion retaining wall as shown in the Retaining Wall Detail
drawing. The last joint of pipe will protrude through the sides of the gabion
basket. A section of wire mesh must be removed from both sides of the
gabion basket to allow the placement of the pipe in the basket. The gabion
basket shall be laced around the pipe to form a neatly fabricated encasement
that will not allow gabion stones to drop out. Gabion rock shall be hand
placed around the pipe to prevent damage to the pipe.
(3) No separate payment shall be made for Pipe Joint Repair. Pipe Joint Repair
shall be subsidiary to Bid Item No. 3 - Wire Mesh Gabions.. Compensation
for all material, labor and other incidental expenses incurred in completion of
this item shall be included in payment for Bid Item No. 3, Wire Mesh
Gabions.
USDA-NRCS (405-2) Pipe Joint Repair
NC-EWP July 2001
CONSTRUCTION SPECIFICATION
406. SEEDING AND MULCHING
1. SCOPE
The work shall consist of preparing the area for treatment, furnishing and placing seed,
mulch, fertilizer, inoculate, lime and other soil amendments, and anchoring mulch in
designated areas as specified.
2. MATERIALS
The percent purity and germination or pure live seed shall be no less than shown below.
The quality of all seed must meet the requirements of the North Carolina Seed Law.
-Total Minimum
% Germination
Minimum (Including
% Puri Hard Seed %PLS "
Grasses
Tall Fescue 98 85 83.3
Switchgrass 70 50 60.0
Pensacola Bahiagrass 80 70 56.0
Annuals
Oats 98 85 83.3
Millet 98 85 83.3
Rye Grain 98 85 83.3
1/ % PLS - Pure live seed, represents a value obtained by multiplying the percent of
purity by the percent germination and dividing by 100.
All seed will be subject to testing by an authorized representative of the North Carolina
Department of Agriculture.
Seed shall not contain more than 5% of other crop seed.
Seed bag tags shall be furnished as certification that the seed meets the quality
requirements. If the seed is tested in a commercial laboratory, the original copy of the
test report shall be furnished. No seed will be accepted with a test data of more thannine
(9) months prior to the delivery date to the site. Each type of seed shall be delivered in
separate sealed'containers and fully tagged unless an exception is granted in writing by
the Contracting Officer.
NRCS-NC 406-1 Rev. 1/01
During handling and storing, the seed shall be cared for in such a manner that it will be
protected from damage by heat, moisture, rodents, or other damaging factors.
The quality of all fertilizer shall comply with the requirements of the North Carolina
Fertilizer Law and with the rules and regulations adopted by the North Carolina Board of
Agriculture in accordance with the provisions of said law, in effect at the time of
sampling. The fertilizer must be the kind stated and must contain at least the percent of
available nitrogen, phosphoric acid and available potash as shown in the grade analysis
and/or invoice. All fertilizer will be subject to sampling and testing by an authorized
representative of the North Carolina Department of Agriculture.
Dry fertilizer shall have been manufactured from cured stock. During handling and
storing, the fertilizer shall be cared for in such a manner that it will be protected against
hardening, caking, or loss of plant food values. Any hardened or caked fertilizer shall be
replaced or pulverized to its original condition before being used.
Limestone shall be agricultural grade ground dolomitic. It shall contain not less than 85
percent of the combined calcium and magnesitun carbonates.
The limestone shall be so graded that 100 percent will pass through U.S. Standard 10-
mesh screen, 40 percent will pass through U.S. Standard 100-mesh screen, or other
subsequent grading requirements, rules, and regulations of the North Carolina Lime Law,
adopted by the North Carolina Board of Agriculture, in effect at the time of sampling.
All limestone shall be subject to sampling and testing by an authorized representative of
the North Carolina Department of Agriculture.
During handling and storing, the limestone shall be cared for in such a manner that it will
be protected against hardening or caking. Any hardened or caked limestone shall be
replaced or pulverized to its original condition before being used.
Grain straw mulch shall contain no more than a minimum of grain or foreign seed and be
free from an excessive amount of restricted noxious weeds as defined by the North
Carolina Board of Agriculture at the time of use of the mulch. Also, there shall be
compliance with all applicable state and federal domestic plant quarantines. The mulch
material shall be air dry, threshed, free of clumps, and reasonably light in color. It shall
not be musty, moldy, calved, or otherwise of low quality. The use of mulch that contains
noxious weeds will not be permitted. It must be air dry, threshed, and free of clumps.
Mulch shall be properly stacked to facilitate handling and checking and covered to
prevent damage during inclement weather prior to application.
3. SEEDBED PREPARATION AND TREATMENT
Areas to be treated shall be dressed to a smooth, firm surface. On sites where equipment
can operate on slopes safely, the seedbed shall be adequately loosened (4 to 6 inches
deep) and smoothed. Disking or disking and cultipacking may be necessary to properly
NRCS -NC 406-2 Rev. 1/01
prepare a seedbed depending on soil and moisture conditions. On sites where equipment
cannot operate safely, the seedbed shall be prepared by hand methods by scarifying to
provide a roughened soil surface so that broadcast seed will remain in place.
If seeding is to be accomplished immediately following construction operations, seedbed
preparation may not be required except on compacted, polished, or on freshly cut soil
surfaces.
Rocks larger than six (6) inches in diameter, trash, weeds, and other debris that will
interfere with seeding or maintenance operations shall be removed or disposed of as
specified in Section 6.
Seedbed preparation shall be discontinued when soil moisture conditions are not suitable
for the preparation of a satisfactory seedbed as determined by the Engineer.
4. SEEDING, FERTILIZING, MULCHING, AND STABILIZING
Seeding - All seeding or sprigging operations shall be performed in such a manner that
the seed are applied in the specified quantities uniformly on the designated areas. Unless
otherwise specified, seeding shall be accomplished within two (2) days after final grading
is completed and approved.
(1) The work shall consist of applying lime and fertilizer, preparing a seedbed and
seeding to establish permanent vegetation on all disturbed areas. These areas
shall be seeded after all shaping and grading is completed and no further
construction operations that would disturb the seeded area are anticipated.
(2) Seedbed preparation shall consist of shaping all areas so that each area has
positive drainage.
(3) For all areas the work shall be performed in the following sequence:
(a) Initial seedbed preparation.
(b) Uniformly apply limestone and fertilizer. Apply two (2) tons of dolomitic
limestone, one thousand (1,000) pounds of 10-10-10 fertilizer and three
hundred (300) pounds of superphosphate per acre.
(c) Mix fertilizer and lime into the soil by disking or other method approved
by the Engineer. Complete seedbed preparation by smoothing with
appropriate equipment approved by the Engineer.
(d) Seed the plants as specified. A cyclone seeder, drill or cultipacker seeder
shall be used to apply seed evenly on freshly prepared seedbed. When
seed are broadcast, a cultipacker or other appropriate equipment shall be
used immediately following seeding.
NRCS-NC 406-3 Rev. 1/01
(4) Seeding shall be in accordance with the following table and seeding mixtures and
rates per acre will be governed by the approved dates.
Approved Date Lbs./Ac. Seed Mixture
September 1
to June 15 10 Switchgrass
When seeding is to be performed in the time periods listed below, add the seed
and quantity shown to the mixture above:
February 1 30 Annual Rye Grain
to March 31 30 Oats
April 1 30 Browntop Millet
to August 31
Mulching - Mulches shall be applied uniformly to the designated areas, and shall be
applied to areas seeded not later than two (2) working days after seeding has been
performed. Straw mulch material shall be stabilized within twenty-four (24) hours of
application by the use of a mulch crimper or equivalent anchoring tool.
(1) The work shall consist of applying three thousand (3,000) pounds per acre of straw
mulch on any or all of the following areas as directed by the Engineer:
(a) Selected disturbed and bare areas when an immediate ground cover is
. desirable for minimizing erosion during construction operations.
(b) Graded and bare areas where construction operations are temporarily
suspended. No area of more than one-half contiguous acre in size is to be
left unprotected more than 30 calendar days except areas on which work is
being continuously performed.
(c) Finished and completed areas where a delay in seeding to establish
permanent vegetation is desirable due to weather or seeding conditions
(d) All areas seeded to permanent vegetation.
(2) The materials shall conform to the requirements of this specification. Delivery
tickets showing quantity and quality of materials shall be finnished the Engineer
prior to using materials.
(3) Mulch materials shall be applied to the land surface in a reasonable uniform
thickness. It is essential to have uniform distribution of the mulch. Ties from
baled- mulch materials shall be removed from the site.
NRCS-NC 406-4 Rev. 1/01
(4) Mulch shall be secured to the surface by one of the following methods:
(a) Mulch shall be secured by using a mulch-anchoring tool to press the
mulch into the soil. Pressing plates or blades shall be one-fourth inch
thick and spaced no more than 8 inches apart. Mulch shall be pressed into
the top 2 to 3 inches of the surface without cutting or chopping the mulch.
On compact areas where mulch is to be applied for interim ground
protection preceding seedbed preparation, scarification of the soil surface
prior to mulch application may be necessary to get a minimum of two
inches penetration of the anchoring tool blades.
A weighed vehicle shall be used at the top of slopes 3 to 1 or steeper and
on other areas designated by the Engineer to hold equipment on the
surface during anchoring operations if necessary to prevent roughing up
the surface or seedbed. Equipment operations shall be on the approximate
contour. On sites where equipment cannot safely operate to perform the
work required, hand methods shall be used.
(b) Secure mulch on small areas by other methods as approved by the
Engineer.
5. MEASUREMENT AND PAYMENT
Payment for Vegetation, permanent will be made at the contract unit price. Each area
treated will be measured and the area calculated to the nearest 0.1 acre. Such payment
will constitute full compensation for all labor, equipment, materials, tools, and other
items necessary and incidental to the completion of the work.
Payment for Mulching will be made at the contract unit price. Each area treated will be
measured and the area calculated to the nearest 0.1 acre. Such payment will constitute
full compensation for all labor, equipment, materials, tools, and other items necessary and
incidental to the completion of the work.
NRCS-NC 406-5 Rev. 1/01
6. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Bid Item No. 5, Vegetation, Permanent
(1) This.item shall consist of providing materials, equipment and labor for seeding all
areas disturbed by stream restoration activities at the Pineview Cemetery in Rocky
Mount, North Carolina.
(2) Seedbed preparation and seeding shall not be performed within two (2) horizontal
feet of the low flow channel or inside the rock cross vanes.
(3) Approximately three-quarters (.75) of an acre of seeding will be required.
(4) All rocks and stones removed during seedbed preparation shall be placed at the edge
of the low flow channel. Rocks and stones greater that eight (8) inches in diameter
shall be buried or pressed into the ground flush with the surface near the edge of the
low flow channel.
(5) All packaging and binding materials associated with the seed, limestone, fertilizer or
other materials shall be retained, collected and removed from the site. No waste
materials or debris are to be buried or burned on the site.
(6) Payment shall be at the contract unit bid price for Permanent Vegetation in
accordance with Section 5. above.
b. Bid Item No. 6, Mulching
(1) This item shall consist of providing materials, equipment and labor for mulching and
anchoring mulch on all areas disturbed by stream restoration activities at the Pineview
Cemetery in Rocky Mount, North Carolina.
(2) Approximately three-quarters (.75) of an acre of mulching will be required.
(3) Mulching shall not be performed within two (2) horizontal feet of the low flow
channel or inside the rock cross vanes.
(4) All mulch shall be anchored using a mulch netting that meets the requirement of
Material Specification 479 - Mulch Netting or Jute Blanket that meets the
NRCS-NC 406-6 Rev. 1/01
r ?
requirement of Material Specification 478 - Mulch. The Jute Blanket shall be applied
on all mulched areas between the waterline in the stream and two (2) feet horizontally
above the bankfull elevation. Jute Blanket shall be installed in accordance with
construction Specification 444 - Jute Blanket. Mulch netting shall be applied on all
mulched areas not covered by Jute Blanket.
(5) All packaging and binding materials associated with the mulching operation shall be
retained, collected and removed from the site. No waste materials or debris are to be
buried or burned on the site.
(6) Payment shall be at the contract unit bid price for Mulching in accordance with
Section 5. above.
NRCS-NC 406-7 Rev. 1/01
CONSTRUCTION SPECIFICATION
444. JUTE BLANKET
SCOPE
This work shall consist of furnishing, placing, and securing jute blanket in the
designated areas.
2. LOCATION
The area to be treated shall be as specified in Construction Specification 406 -
Seeding, Bid Item No. 6, Mulching.
3. MATERIALS
The materials shall conform to the requirements of Materials Specification 478.
4. PLACING JUTE BLANKET
A. The jute blanket shall be placed immediately following mulching
operations. The earth surface shall be smooth and free from stones, clods,
.or debris which will prevent the contact of the jute blanket with the mulch.
Jute blanket shall be draped smoothly but loosely over ground surface
without stretching.
B. In waterways, the jute blanket shall be unrolled in the direction of the flow
of water. On slopes greater than 3:1, jute blanket shall be applied
vertically. On stream channel banks, the jute blanket shall be applied
horizontally and shall be unrolled in the direction of the flow of water.
C. Bury the up-channel end of each roll in a trench six inches deep. When
joining two rolls, the up-channel end of new roll shall be placed in trench
six inches deep and the down-channel end of installed roll shall be placed
over the trench in shingle fashion. Overlap shall be 12 inches. The
terminal end shall be turned under six inches and stapled on 12-inch
centers.
D. When two or more lengths of jute blanket are required to be installed side-
by-side to cover an area, they shall overlap four inches. Blanket lengths
installed end-to-end shall overlap four inches with the up-grade section on
top of the lower-grade section.
USDA-NRCS 444-1 Pineview Cemetery
NC-EWP July 2001

E. Each length of jute blanket (48" width) shall be stapled in three rows, i.e.
each edge, and the center. Staples shall be driven vertically into the
ground placed on 3-foot centers in the row. Staples shall also be placed
across the ends spaced on 12-inch centers.
F. Staples shall be machine-made of No. 11 gauge or larger new steel wire
formed into a "U" shape. The size when formed shall not be less than six
inches in length with a throat of not less than one inch in width. The
engineer may require adjustments in the minimum size and gauge of
: staples used to fit individual soil conditions.
G. No straw mulch will cover the jute blanket except at the edges.
5. MEASUREMENT AND PAYMENT
This item is subsidiary to Bid Item No. 6, Mulching. Payment for Bid Item No. 6
shall be considered full compensation for all labor, equipment, materials, tools,
and all other items necessary and incidental to the completion of work.
USDA-NRCS
NC-EWP
444-2
Pineview Cemetery
July 2001
CONSTRUCTION SPECIFICATION - 461
ROCK CROSS VANE
1. SCOPE
This specification covers the installation of Rock Cross Vanes at locations as shown on the
construction plans and as directed by the engineer.
2. DEFINITIONS
ROCK CROSS VANE - An instream structure constructed by placing angular rock in a shape
that approximates a flattened "V". The vertex of the "V" is flattened and lies
flush with the deepest point in the streambed while the vertical arms of the "V"
extend on a slope to intersect the streambank at the bankfull elevation.. If this
structure is used for grade control, the existing streambed elevation may be
increased by no more than 10 percent of the maximum bankfall depth, unless a
greater increase is provided for in the approved design. (See fig. 1) .
VERTEX- The most upstream portion of the rock cross vane where the two sloping side
arms of the structure converge. The vertex is constructed of rock with its
surface at streambed level. The vertex shall not exceed one-third of the width of
the bankfull stream width. The bank angle and the slope of the surface rocks
determine the actual width of the vertex.
BANK ANGLE - The angle, in degrees, at which the side arms of the rock cross vane depart
from the streambank toward the vertex in the middle of the stream. This angle
is usually between 20 and 30 degrees.
SLOPE (of the Surface Rocks) - The slope in percent of the rock surface of the completed rock
cross vane arms. The two arms of the rock cross vane slope upstream and
downward from the ban1dull elevation along the streambank to the vertex at the
bottom of the streambed in the center of the stream. This slope is generally
between 5 and 7 percent.
FOOTER ROCKS - The foundation stones of the Rock Cross Vane. The footer rocks are large
stones that are placed below and just downstream of the surface stones in the
rock cross vane. They are positioned deep enough in the streambed to prevent
them from being undermined by scour from stream flow events at the bankfull
level and greater. They are generally placed well below the streambed and are
placed to provide support for the surface rocks.
SURFACE ROCKS - The rocks which comprise the surface of the rock cross vane. These
stones extend from the bankfull elevation on either side of the streambank to the
USDA-NRCS 461-1 Rock Cross Vane
NC-EWP July 2001
r.
,*
vertex of the rock cross vane. The downward gradient of the surface rocks in
the upstream direction determines the slope of the rock cross vane.
STREAMBANK - The natural or constructed soil, rock or other material which comprises the
horizontal boundary of the streamflow for the various levels of flow in the
stream. Natural streams in good condition normally have established perennial
shrubs and trees on the streambank above the bankfull level
STREAMBED - The natural or constructed soil, rock or other material which comprises the
lower vertical boundary of the stream. Natural streams in good condition have
streambeds of soil or stone that are constantly changing under the dynamics of
stream flow.
BANKFULL - The stream flow level at which the stream channel is formed and maintained.
The term "ban1dull" should not be confused with "the top of the bank". For
most streams which have departed from the optimum natural condition the
"bankfull" level is at some point below the conventional "top of bank". Persons
who have received training in Natural Stream Channel evaluation'shall identify
the bankfull elevation.
THALWEG - The deepest part of the channel where the highest channel velocities occur.
ENGINEER - The USDA-NRCS and/or SWCD person(s) who are assigned to provide
construction inspection on the job and who have appropriate construction
approval authority for Practice Standard 580, Streambank and Shoreline
Protection for the specific size and type of structure.
3. EQUIPMENT
A hydraulic excavator (trackhoe) with a hydraulic "thumb" is highly recommended for use in
handling and installing the rocks
All required safety equipment shall be available during construction. Safety equipment
includes but is not limited to hard hats, gloves, and eye and hearing protection.
4. SUPERVISION
The engineer must be on-site to supervise and inspect each operation as it is performed. No
work, which is covered by this specification, shall be performed in the absence of the engineer
except as approved by the engineer. The work shall be conducted as directed by the engineer.
The engineer shall be notified a minimum of 24 hours before installation is performed.
USDA-NRCS
NC-EWP
461-2
Rock Cross Vane
July 2001
r?
5. INSTALLATION
• The engineer shall place markers in the streambed to establish the location of the most
upstream rocks in the vertex of the structure. The location of these markers shall be based on
the planned angle from bankfull and the planned slope of the structure. These marker will
provide a visual reference for installation of the arms of the structure at the proper angle and
on the proper grade.
• Holes for footer-rocks shall be excavated in the streambed at the location, elevation and
orientation as directed by the engineer.
• Footer rocks of the size and shape as directed by the engineer shall be installed in the hole.
Multiple footer rocks may be required, at the discretion of the engineer or as provided for in
the approved plan.
• Surface rocks of the size and shape as directed by the engineer shall be installed on top of the
footer rocks.
• Streambed material will be removed as directed by the engineer if it is required to move the
thalweg of the stream to the point of the structure.
• Streambed material shall be placed on the upstream side of the structure near the bank.
6. FIGURES
Figures included in this specification illustrate the placement and orientation of the instream rock
structures included in the plan. Figures are as follows:
Figure 1 - Rock Cross Vane
Photograph of newly constructed Rock Cross Vane
7. :ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Bid Item No. 4 - Rock Cross Vane
(1) This item shall consist of the construction of five (5) rock cross vane structures at the
Pineview Cemetery site on a un-named tributary to Cowlick Branch in the City of Rocky
Mount in Edgecombe County at the locations as shown on the construction drawings and
as directed by the Engineer.
(2) Details of four (4) of the rock cross vanes are shown on the Plan/Profile Sheets in the
drawings. These details show the location and elevation of the vertex of each of the four
rock cross vanes. The fifth rock cross vane is to be constructed downstream of the
second culvert road crossing as shown on the Plan View in the drawings at approximate
Station 0-60. Details for the fifth and most downstream rock cross vane are not shown.
It shall be identical in size and shape as the upstream rock cross vanes with its vertex
USDA-NRCS 461-3 Rock Cross Vane
NC-EWP July 2001
r flush with the natural bottom of the streambed. It shall be constructed only after the other
rock cross vanes are completed.
(3) Stone used in the construction of rock cross vane structures shall meet the requirements
of Material Specification 523 - Rock for Riprap. Stones shall weigh a minimum of 250
pounds with no stone over 1000 pounds. Stone shall be a minimum of 12 inches thick
across the narrowest axis and no more that 48 inches along the longest axis.
Approximately 150 stones in this size range will be required in the construction of each
rock cross vane.
(4) Footer rocks shall be placed below all surface rocks and shall extend a minimum of 18
inches below the grade lines for the completed streambed and streambank as shown on
the profiles in the drawings. Footer rocks shall be positioned in a manner so as to provide
support for the surface rocks and to lock the surface rocks in place against movement in
the downstream direction.
(5) The angle of departure of the side arms of the rock cross vane from the bankfull
streambank shall be 20 degrees.
(6) The slope of the completed rock cross vane surface rocks shall be 8 percent from its
intersection with the bankfull streambank to its vertex in the streambed upstream.
(7) The vertex of the cross vane shall be approximately 4.6 feet wide and centered in the
middle of the streambed. Surface rocks in the vertex shall be flush with the surface of
the streambed at the elevations as shown on the profiles in the drawings.
(8) A rock sill shall be constructed at the downstream end of the rock cross vane at the point
where it intersects the bankfull elevation on the streambank. The rock sill shall be an
extension of the rock cross vane and shall extend into the streambank at right angles to
the stream flow. The rock sill shall extent a minimum of five (5) feet into the streambank
from the end of the rock cross vane and shall be constructed of the same rock and in the
same manner as the main body of the rock cross vane. The sill will not be necessary on
the right side of the stream where the rock cross vane intersects with the existing rock
headwall and the planned wire mesh gabion structure.
(9) All excess or unusable stone associated with installation of these structures shall be
removed from the site and disposed of at an approved location or buried below the
bankfull elevation in the streambed under the supervision of the Engineer.
(10) Equipment shall be operated from the streambankc whenever possible. Equipment
that appears to be leaking fluids shall be removed to a safe site away from the stream
corridor until it is repaired and confirmed that no leaks exist.
(11) Payment will be made at the contract unit bid price for each rock cross vane
constructed according to this specification. Payment at the contract unit bid price for
each structure will constitute full compensation for all materials, equipment, tools and
labor necessary for the completion of the work.
USDA-NRCS 461-4 Rock Cross Vane
NC-EWP July 2001
r

b, Subsidiary Items
Items that are subsidiary to Rock Cross Vane are as follows:
(1) Construction Specification 21 - Excavation
Bank
Angle
?- 20 degrees
_ Slope
8 percent
Rock=
Sill
Cross Vane
Cross Section
Cross Vane
Plan View
Figure 1
(after Rosgen)
USDA-MRCS
NC-EWP
461-5
Rock Cross Vane
July 2001
1

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c7?
CL>
con
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L Q
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TtJ 11
USDA-NRC S
NC-EWP

461-6
Rock Cross Vane
July 2001
4
CONSTRUCTION SPECIFICATION - 482
NATURAL CHANNEL AND STREAMBANK RESTORATION
1. SCOPE OF WORK
This work shall consist of grading, excavation and filling to restore the stream channel to a natural
pattern, dimension and profile in,accordance with the profiles and cross sections in the plan drawings.
2. MANNER OF CONSTRUCTION
Excavation will be done in a manner which will minimize sedimentation in the stream channel.
When possible, the excavated material will be pulled to the streambank for loading.
Disposal of excess spoil and other construction waste and debris shall be in accordance with any
applicable state and/or local regulation, law or ordinance. Disposal shall be in locations and in the
manner specified in section 7 of this specification. Burning or burying of materials on-site shall not
be permitted except as specifically provided in section 7 of this specification.
3. EQUIPMENT OPERATOR PERFORMANCE
Equipment operators shall be experienced and competent in the use of the equipment to which they
are assigned. They shall be expected to demonstrate a level of proficiency with the equipment that
enables them to be productive in all aspects of the restoration work. Operators who are not familiar
with natural stream restoration structures may have initial difficulty in developing efficient
construction technique for these structures. Close consultation with construction inspectors and the
engineer may be necessary during initial construction for operators to develop an understanding of
these structures.
4. ENVIRONMENTAL CONSIDERATIONS
Earth moving equipment will cross and operate in the stream flow only when necessary and only
when directed to do so by the construction inspector. Equipment shall be maintained to prevent fuel,
oil and lubricant spills in the vicinity of the stream. Refueling, repairs and lubrication will be
performed at safe distances from the stream and only at locations approved by the construction
inspector. Should fuel leaks, oil leakage or hydraulic pipe rupture occur during construction; the
operators will immediately remove the equipment to a "safe" area well away from the stream and
proceed with repairs. Construction inspectors will direct operators to remove equipment from the
stream whenever a leak is observed or suspected.
5. SAFETY CONSIDERATIONS
At work sites, where equipment will be operating on public roads, flagmen shall be stationed to warn
oncoming traffic of congestion, construction road signs shall be in place and a means of removing
sediment, mud or rocks from roadways shall be established. Residue deposited on roadways may be
removed by sweep machine, manual sweeping methods or pressurized water. The contractor will be
responsible for the implementation of these measures.
USDA-NRCS
NC-EWP
(482-1)
Natural Stream Restoration
June 2001
6. METHOD OF PAYMENT
Measurement and payment for Natural Stream Restoration is lump sum for the item(s) described.
Such payment shall be considered full compensation for all labor, equipment, tools, materials, and
other items necessary and incidental to the completion of the work.
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details
therefor are:
a. Bid Item No. 2 - Natural Stream Restoration
(1) This-work shall consist of the restoration of the natural channel alignment and associated
grading of the streambank perimeter on a section of an un-named tributary to Cowlick
Branch at the Pineview Cemetery, in the City of Rocky Mount in the location shown on the
Site Location Map and to the lines and grades as shown in the drawings.
(2) The contractor shall coordinate construction activities with the Pineview Cemetery
Supervisor to minimize conflict with funeral activities. Construction crewmembers are
expected to conduct themselves and operate their equipment in a manner that shows courtesy
and respect for those who visit within the cemetery or are involved in funerals during the
period of construction activity.
(3) Construction shall be to the neat lines and grades shown in the construction drawings.
Cross-section details are provided in the drawings to show the finished grades of the channel
at representative sections of the stream channel. Cross-section stations are measured from
the invert inlet of the six-foot CMP culvert under the lower road crossing as shown on the
Plan View of the drawings. Stations begin at 0+00 at this culvert and increase upstream in
straight lines between consecutive cross-sections measured to the center (thalweg) of the
channel at each cross-section.
(4) The low flow area of the existing channel shall not be disturbed except in locations as
specified in the drawings. The natural curvature and alignment of the low flow channel and
the adjacent vegetation shall be preserved in areas where no excavation or filling is specified.
(5) All finished grading shall be within ±0.2 feet of the grades shown in the drawings.
. Horizontal channel alignment shall. be within ±1.0 feet of the alignment shown in the
.drawings. Where it is necessary to modify the low flow channel, it shall be reconstructed to
a wide of ±3.0 inches of the width of the original low flow channel. In previously excavated
reaches where no low flow channel exists, construct a low flow channel 24 inches wide and a
minimum of 9 inches deep. The constructed low flow channel shall be constructed on a
gentle curve within the banlcfull channel and shall end at and coincide with the location of
the vertex of the rock cross vanes.
(6) Fine grading at the perimeter of the work area shall be completed in a manner that prevents
concentrations of surface runoff from flowing across newly disturbed areas. A low berm
shall be constructed between the most upstream two rock cross vanes as shown on the Plan
View in the drawings. This berm will direct surface runoff to the two rock'riprap outlets at
USDA-NRCS (482-2) Natural Stream Restoration
NC-EWP June 2001
the lower end of the two rock cross vanes. Similar grading shall be performed in the area of
the most downstream Rock Riprap Outlet just below the second culvert road crossing.
Grading in this area shall be performed in a manner that directs all surface water in the area
to the left of the stream into the Rock Riprap Outlet.
(7) Excess spoil shall be disposed of off-site at a location provided by the contractor or at the site
stipulated within the Special Provisions of the contract.
(8) All construction debris including materials packaging, oil and grease containers, and other
consumer waste products shall be gathered up and properly disposed of on a daily basis. No
burning or burying of waste on-site shall be permitted.
(9) MeasWrement and method of payment shall be as discussed in paragraph 6 of this
specification.
b. Subsidiary Items
Items that are subsidiary to Natural Channel Restoration are as follows:
(1) Construction Specification 21 - Excavation
USDA-NRCS (482-3) Natural Stream Restoration
NC-EWP June 2001
MATERIAL SPECIFICATIONS
479. MULCH NETTING
1. SCOPE
This specification covers the quality of mulch netting used to hold
mulch in place for erosion control and for protection of seeded
areas.
2. QUALITY
The mulch netting shall be 45 inches or more in width. It shall
be of a tightly twisted cotton, paper, plastic or other similar
approved non-metallic fabric having a minimum mesh size of 1/2-inch
by 1/2-inch and a maximum size of 1-112 inch by 1-1/2 inch.
Paper and cotton yarns must be treated for mildew resistance.
SCS-N.C. (479-1) 6/84 1
1
1
`MATERIAL SPECIFICATION
478. 'MULCH
1. -SCOPE
This. specification.covers the quality of-mulch.used for erosion
control and for protection of seeded areas. _
2. QUALITY
Quality of the mulch will conform to the specifications as follows:
a. Grain Straw and Tame Hay - Mulches shall contain no more than a
minimum of grain or foreign seed and he free from an excessive
amount of ryegrass and restricted noxious weeds as defined by
the North Carolina Board of Agriculture at the time of use of
the mulch; also, there shall be compliance with all applicable
state and federal domestic plant quarantines. Mulch must not be
rotted, molded, or otherwise damaged. It must be air dry,
threshed, and free of clumps. Straw or hay mulch cut with a
rotary type cutter will not be acceptable.
b.. Wood. Cellulose Fiber - Air dry, nontoxic, and containing no
growth inhibiting factors, for use with hydraulic seeding
equipment.
c. Jute Blanket - Shall be of a uniform open plain weave of single
jute yarn, 48" in width plus or w nus 1". The yarn shall be of
a loosely twisted construction and shall not vary in thickness
by more then-one-half its normal diameter. There shall be 78
warp ends, plus or minus 2, per width of the mating; 41 weft
ends, plus or minus 1, per linear yard; and the weight shall
average 1.22 pounds per linear yard of the mating with a
tolerance of plus or minus 5 per cent.
d. Excelsior Blanket - Excelsior blanket shall be a machine
produced mat or blanket or curled wood excelsior with at least
75 per cent of the fibers having a minimum length of 8". It
shall be 36" or 48" in width, plus or minus 1"; have minimum
thickness of Y'; and weight shall average 0.80 pounds per square
yard of mating with a tolerance of plus of minus 5 per cent.
The excelsior mating shall be covered on the top side with a
woven fabric consisting of either twisted paper cord, cotton
cord, or plastic cord having a minimum mesh size of l" x ill, and
a maximum mesh size of 11,i" x 3".
SCS-NC (478-1) 4/84
J
e. Erosion Control Fabric.- Shall.be a knitted construction
polypropyl yarn with uniform mesh interwoven with paper. The
uniform mesh shall be a minimum of 3/8" and a maximum of 3/41'.
The yarn shall be photodegradable in a maximum of 6 months but
shall not be photo degradable the first 3 months after
installation. The paper shall be biodegradable in 45 days but
shall not be biodegradable the first 21 days after installation.
The erosion control fabric shall weigh approximately .2 pounds
per square yard and must not vary more than + 1/2 ounce per
square yard. It shall' be 60", 120" or 180" wide and contain a
minimum of 200 square yards per roll. It shall be packaged in
bags that provide protection from sun, wind, and water for a
minimum of 90 days in outside storage.
3. HANDLING AND STORAGE
Mulch shall be properly stacked to facilitate handling and checking
and.cozrered to prevent damage during inclement weather prior to
application.
SCS-NC (478-2) 4/84

MATERIAL SPECIFICATION
523. ROCK FOR RIPRAP
1. SCOPE
This specification covers the quality of rock to be used
in the construction of rock riprap.
2. QUALITY
Individual rock fragments shall be dense, sound and free
from cracks, seams and other def ects conducive to
accelerated weathering. Except as otherwise specified,
the rock fragments shall be angular to subrounded in
shape. The least dimension of an individual rock
fragment shall be not less than one-third the greatest
dimension of the fragment.
Except as otherwise provided, the rock shall be tested
and shall have the following properties:
a. Rock Type 1
1. Bulk Specific Gravity (saturated surface-dry
basis). Not less than 2.5 when tested in
accordance with ASTM C 127 on samples
prepared as described for soundness testing.
2.' Absorption . Not more than 2 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3. Soundness . The weight loss in five (5) cycles
shall not be more than ten (10) percent when
sodium sulfate is used or more than fifteen
(15) percent when magnesium sulfate is used.
b. Rock Type 2
1. Bulk Specific Gravity (saturated surface-dry
basis) . Not less that 2.5 when tested in
accordance with ASTM C 127 on samples prepared
as described for soundness testing.
2. Absorption . Not more than 2 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3. Soundness . The weight loss in five (5) cycles
shall be not more than Twenty (20) percent when
sodium sulfate is used or more than twenty-five
(25) percent when magnesium sulfate is used.
NRCS 523-1 1/97
l
c. Rock Type 3
1. Bulk Specific Gravity (saturated surface-dry
basis) . Not less than 2.3 when tested in
accordance with ASTM C 127 on samples
prepared as described for soundness testing..
2. Absorption . Not more than 4 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness.testing.
'3.. Soundness . The weight loss in five (5) cycles
shall be not less than twenty (20) percent when
sodium sulfate is used or more than twenty-five
(25) percent when magnesium sulfate is used.
3. METHODS OF SOUNDNESS TESTING
a. Rock Cube Soundness The sodium or magnesium
sulfate soundness test for all rock Types (1, 2, or
3) shall be performed on a test sample of 5000 ± 300
grams of rock fragments, reasonably uniform is size
and cubical in shape and weighing, after sampling,
approximately 100 grams each. They shall be
obtained from rock samples that are representative
of the total rock mass, as noted in ASTM D 4992, and
that have been sawed into slabs as described in ASTM
D 5121. The samples shall further be reduced in
size by sawing the slabs into cubical blocks. The
thickness of the slabs and the size of the sawed
fragments shall be determined by the size of the
available test apparatus and as necessary to
provide, after sawing, the approximate 100 gram
samples.
Due to internal defects, some of the cubes may break
during the sawing process or during the initial
soaking period. Do not test any of t he cubes that
break during thi s preparatory process. Such
breakage, including an approximation of the
percentage of cubes that break, shall be noted in
the test report.
After the sample has been dried, following
completion of the final test cycle and washed to
remove the sodium sulfate or magnesium sulfate, the
loss of weight shall be determined by subtracting
from the original weight of the sample the final
weight of all fragments which have not broken into
three or more fragments..
The test report shall show the perce ntage loss of
the weight and the results of the qualitative
.examination.
NRCS 523-2 1/97

b. Rock Slab Soundness . When specified, the rock shall
also -Be tested in accordance with ASTM D 5240.
1. For projects located north of the Number 20
Freeze-Thaw Severity Index Isoline (Map below
approximates the map located in ASTM D 5312):
Unless otherwise specified, the average percent
weight loss for Rock Type 1 shall not exceed
20 percent when sodium sulfate is used or 25
percent when magnesium sulfate is used, and for
Rock Types 2 and 3, the average percent weight
loss shall not exceed 25 percent for sodium
sulfate soundness or 30 percent for magnesium
sulfate soundness.
2. For projects located south of the Number 20
Freeze-Thaw Severity Index Isoline, unless
otherwise specified, the average percent weight
loss for Rock Type 1 shall not exceed 30
percent when sodium sulfate is used or 38
percent when magnesium sulfate is used, and for
Rock Types 2 and 3, the average percent weight
loss shall not exceed 38 percent for sodium
sulfate soundness or 45 percent for magnesium
sulfate soundness.
Map of the Conterminous United States
Showing the Number 20
Freeze-Thaw Severity Index Isoline
Adapted from ASTM D 5312
4. FIELD DURABILITY INSPECTION
NRCS 523-3 1/97
1
Rock that fails to meet the material requirements stated
above in a, b, or c (if specified), may be accepted only
if similar rock from the same source has been
demonstrated to be s ound after five (5) years or more of
service under conditions of weather, wetting and drying,
and erosive forces similar to those anticipated for the
rock to be installed under this specification.
A rock source may be rejected if the rock from that
source deteriorates in three (3) to five (5) years under
similar use and exposure conditions expected for the rock
to be installed under this specification, even though it
meets the testing requirements stated above.
Deterioration is defined as the 1 oss of more than one-
quarter (1/4) of the original rock volume,-or severe
cracking that would cause a block to split. Measurements
- of deterioration are taken from linear or surface area
particle counts to determine the percentage of
deteriorated blocks. Deterioration of more than 25
percent of the blocks shall be cause for rejection of
rock from the source.
5. GRADING
The rock shall conform to the specified grading limits
after it has been placed within the matrix of the rock
riprap.
NRCS
523-4
1/97
1
MATERIAL-'SPECIFICATION
1. SCOPE
592. GEOTEXTILE
This specification covers the quality of geotextiles.
2. GENERAL REQUIREMENTS
Fibers (threads and yarns) used in the manufacture of
geotextile shall consist of synthetic polymers composed
of a.minimum of 85 percent by weight polypropylenes,
polydsters, polyamides, polyethylene, polyolefins, or
polyvinylidene-chlorides. They shall be formed into a
stable network of filaments or yarns retaining
dimensional stability relative to each other. The
geotextile shall be free of defects and conform to the
physical requirements contained in Tables 1 and 2. The
geotextile shall be free of any chemical treatment or
coating that significantly reduces its porosity. Fibers
shall contain stabilizers and/or inhibitors to enhance
resistance to ultraviolet light.
Thread used for factory or field sewing shall be of
contrasting color to the fabric and made of high strength
polypropylene, polyester, or polyamide thread. Thread
shall be as resistant to ultraviolet light as the
geotextile being sewn.
3. CLASSIFICATION
Geotextiles shall be
to place the threads
geotextiles will be
below:
a. Woven. Fabrics
interweaving of
directions.
classified based on the method used
or yarns forming the fabric. The
grouped into the types described
formed by the uniform and regular
the threads or yarns in two
Woven fabrics shall be manufactured from
monofilament yarn formed into a uniform pattern with
distinct and measurable openings, retaining their
position relative to each other. The edges of
fabric shall be selvedged or otherwise finished to
prevent the outer yarn from unraveling. -
b. Non-woven. Fabrics formed by
threads in a mat and bonded by
bonding, or needle punching.
NRCS-NEH-20
592-1
a random placement of
heat-bonding, resin-
10/98
I
Non-woven fabrics shall be manufactured from
individual fibers-formed into a random pattern with
distinct but variable small openings, retaining
their position relative to each other when bonded by
needle punching, heat, or resin bonding. The use of
non-wovens, other than the needle punched
geotextiles, is somewhat restricted (see Note 3 of
Table 2).
4. SAMPLING AND TESTING
The geotextile shall meet the specified requirements
(Table-1 or 2) for the product style shown on the label.
Product properties as listed in the lastest edition of
the "Specifiers Guide", Geotechnical Fabrics Report,
ADDRESS: Industrial Fabrics Association International,
1801 County Road BW, Roseville, MN 55113-4061; and that
represents minimum average roll values,-will be
acceptable documentation that the product style meets the
requirements of these specifications.
For products that do not appear in the above directory,
or do not have minimum average roll values listed,
typical test data from the identified production run of
the geotextile will be required for each of the specified
tests (Table 1 or 2) as covered under clause AGAR
452.236-76.
5. SHIPPING AND STORAGE
The geotextile shall be shipped/transported in rolls
wrapped with a cover for protection from moisture, dust,
dirt, debris, and ultraviolet light. The cover shall be
maintained undisturbed to the maximum extend possible
prior to placement.,
Each roll of geotextile shall be labeled or tagged to
clearly identify the brand, Class and the individual
production run in accordance with.ASTM D 4873.
NRCS-NEH-20 592-2
10/98
Y TABLE 1. REQUIREMENT'S FOR WOVEN GEOTEXTILES
Property Test Method Class I Class II & III Class IV
Tensile Strength ASTM D 4632 200 minimum in any 120 minimum in any 180 min. in
(pounds) 1/ Grab Test principal direction principal direction any principal
direction
Bursting Strength ASTM D 3786 400 minimum 300 minimum NA
(psi) 1/ Diaphragm Tester
Elongation at Failure ASTM D 4632 <50 <50 <50
(percent) 1/ Grab Test
Puncture . . ASTM D 4833 90 minimum 60 minimum 60 minimum
(pounds) l/
Ultraviolet Light ASTM D 4355 70 minimum 70 minimum 70 minimum
(percent residual 150-hours
tensile strength) exposure
Apparent Opening ASTM D 4751 As specified or a As specified or a As specified
Size. (AOS) minimum # 100 2/ minimum # 100 2/ or minimum
# 100 2/
Percent Open Area CWO-02215-86 4.0 minimum 4.0 minimum 1.0 minimum
(percent)
Permitivity sec' ASTM D 4491 0.10 minimum 0.10 minimum 0.10 min.
1/ Minimum average roll value (weakest prin cipal direction).
2/ U. S. Standard Sieve Size.
NOTE: CWO is a USACE reference.

NRCS-NEH-20 592-3 10/98
i
TABLE 2. REQUIREMENTS FOR NON-WOVEN GEOTEXTILES
Property Test Method Class 1 Class II Class III Class IV 3/
Tensile Strength ASTM D 4632 180 minimum 120 minimum 90 minimum 115 min.
(pounds) 1/ Grab Test
Bursting Strength ASTM D 3786 320 minimum 210 minimum 180 minimum NA
(psi) 1/ Diaphragm Tester
Elongation at Failure ASTM D 4632 >_50 >_50 >_50 >_50
(percent) 1/
Puncture (pounds) ASTM D 4833 80 minimum 60 minimum 40 minimum 40 minimum
Ultraviolet Light ASTM D 4355 70 minimum 70 minimum 70 minimum 70 minimum
(percent residual 150-hours exposure
tensile strength)
Apparent Opening Size ASTM D 4751 As specified As specified As specified As specified
_ (AOS) max. # 40 2/ max. # 40 2/ max. # 40 2/ max. # 40 2/
Permittivity sec-' ASTM D 4491 0.70 minimum 0.70 minimum 0.70 minimum 0.10 min.
1/ Minimum average roll value (weakest principal direction)
2/ U. S. Standard Sieve Size.
3/ Heat-bonded.or resin-bonded geotextile may be used for Class III and IV. They are particularly well suited
for Class IV. Needle-punched geotextiles are required for all other classes.
NRCS-NEH-20 592-4 10/98
Operation and Maintenance Plan
Pineview Cemetery Site
Rocky Mount, North Carolina
Streambank Stabilization Measures
Emergency Watershed Protection Program;
USDA - Natural Resources Conservation Service
June 2001
The streambank stabilization measures proposed at the Pineview Cemetery Site in Rocky
Mount have been planned and designed using natural stream stabilization techniques.
The resulting stream channel will remain stable and will perform its function with little or
no maintenance provided the natural course of the stream is not disturbed and vigorous
vegetation is maintained in the riparian area. Minor adjustments of channel alignment
may occur after the first few high water events. Such adjustments are normal and are
expected. If areas of excessive streambank erosion occur contact the Edgecombe County
Soil and Water Conservation District for assistance.
The following recommendations and cautions are offered to the management staff of the
Pineview Cemetery in order to insure the proper function of the natural channel. These
recommendations may equally be applied to other stream reaches controlled by the
Rocky Mount Parks and Recreation Department to reduce streambank erosion and
maintenance expenses.
Do not mow or trim grass in the stream channel or on the streambanks. Allow
vegetation to grow naturally to at least a height of 12 inches within these areas.
Occasional mowing with a sickle blade mower or other mechanized or hand.
equipment to trim higher growing grasses or shrubs may be permitted if vegetation
gets too big and becomes unsightly.
2. Do not mow or trim grass lower than 3 inches in height in any area where water flow
is concentrated as it moves toward the stream. Grass that is cut too low will suffer
and thin considerable during dry, hot weather and will not provide protection against
soil erosion. Maintain grass in the stream corridor and adjacent areas as high as
aesthetically possible.
3. Do not cast mowing clippings, brush or other waste material into the stream corridor.
A heavy layer of mowing clippings will begin to compost and will kill 'underlying,
vegetation. Mowing clippings can be lightly broadcast over the vegetation in the
stream corridor, but should never be piled up on vegetation.
(more)
E;l
4. Avoid the use of herbicides within the stream corridor area. If it is necessary to
control brushy or woody growth, cut it back once or twice each year and dispose of
the cuttings at an off-site location. Shrubs and trees will help to stabilize the stream
area and should not be eliminated altogether.
5. Apply fertilizer twice annually to the vegetation in the stream corridor area. Make
application of approximately 400 pounds of 10-10-10 or equivalent fertilizer between
February 15 and April 1 and again between September 1 and October 15. Do not
apply fertilizer on bare soil or within five (5) feet of the active channel.
6. Immediately repair any areas of streambank erosion that results from concentrations
of surface water running over the streambankc and into the stream. Divert these
concentrations of surface water to a more stable streambank area or install a pipe
culvert or drop box as necessary. Revegetate the eroding area by seeding or
placement of sod mats.
7. Maintenance personnel should be trained to manage stream corridor sites and
adjacent areas differently at all times during the year. A system should be established
that will assure that all persons engaged in mowing and managing the grass in these
areas are fully aware of the special conditions that are to be applied.
8. Inspect the stream corridor after every significant high flow event. If excessive
erosion or sedimentation has occurred, contact the Edgecombe Soil and Water
Conservation District for assistance in making appropriate repairs in a timely manner.
i
®11417
EMERGENCY WATERSHED PROTECTION PROGRAM
PINEVIEW CEMETERY SITE
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
SPECIAL PROVISIONS
1. All operations for this work shall be coordinated with the Contracting Officer's
Representative. Work shall commence as soon as practical, but no later than 7 calendar days
after receipt of the "Notification to Begin Work". All work shall be completed within 72
calendar days, commencing the day following receipt of the "Notification to Begin Work"
from the Contracting Officer.
2. No bid will be considered unless all items in the Bid Schedule are priced.
3. Workweek: The maximum workweek that is approved for this contract is twelve (12) hours
per day, Monday through Saturday. No work shall be performed in excess of twelve (12)
hours per day, and no work shall be performed on Sunday of any week.
4. The Contractor shall be responsible for the repair or replacement of any utilities or property
damaged by his/her construction operations. Of particular concern are the cemetery
gravestones and the Crepe Myrtle trees lining the cemetery road adjacent to this work site.
Damaged utilities or property shall be repaired or replaced to their original or better condition
as directed by the Contracting Officer's Representative. All repairs or replacements shall
meet the approval of the Contracting Officer's Representative.
5. Ingress and egress at the Pineview Cemetery site shall be only through the Wake Street
entrance on the east side of the cemetery.
6. Project Work Limits shall be that area bounded by the Crepe Myrtle trees on the west side of
the stream, the cemetery access roads to the. north, east and south of the project area, and a
line running 5 feet west of any cemetery gravestones located on the east side of the project.
Equipment and materials storage shall be within this work limit area unless the Cemetery
Supervisor agrees upon an alternate location.
7. The contractor must provide superintendence at the site that is experienced in the layout and
construction of rock vane instream structures.
8. All equipment, vehicles and work crew personnel shall yield to funeral processions and grave
site visitors.
9. Excess spoil material and other construction debris shall be disposed of properly by the
contractor at a site approved by the Contracting Officer's Representative.
10. All construction shall be performed in strict adherence to all local, state, and federal laws and
ordinances.
NC-EWP-A3 SP - 1 7/25/01
r;
11. All activities shall be performed in strict accordance with the following
ENVIRONMENTAL SPECIAL CONDITIONS:
a. Removal of debris will be limited to vegetative and foreign materials. Excavation of
soil/sediment shall not be undertaken. Uprooted stumps may be pulled from the ground
(no excavation), but shall include no more than minimal amounts of soil attached to
roots. Debris removal will be restricted to that associated with storm debris.
b. Debris will be disposed on high ground where practicable, or where in wetlands,
sufficiently anchored (no excavation or fill) so that material will not be displaced back
into the stream channel
c. Debris placed in wetlands shall be spread in a manner that does not impede lateral water
flow.
d. Equipment used will generally include hydraulic excavators equipped with a mechanical
thumb or grapple attachment, skidders, loaders, winches mounted on tracked or rubber-
tired equipment, portable winches, and chain saws.
e. Heavy equipment working in wetlands must be placed on mats, or other measures must
be taken to minimize soil disturbance.
f. Equipment shall operate adjacent to the stream and not within the stream unless prior
approval is granted. Where necessary, trees can be cut for access to worksites; however,
mechanized land clearing will not occur within wetlands at any time. Crossing a stream
to gain access to the opposite bank is permissible. Crossing sites should be selected to
minimize damage to the streambank and aquatic habitat.
g. No activity may cause more than minimal adverse impact on navigation.
h. In the event of a spill or discharge of petroleum products, or any other hazardous waste,
the Contractor shall contact the N. C. Division of Water Quality at 919-733-5083, Ext.
526; the NC Emergency Management Division in Raleigh at 1-800-858-0368; and the
Contracting Officer. If `waters of the state' are involved, or affected, the EPA National
Response Center at 1-800-424-8802 shall also be notified. In addition, the Contractor
shall comply with the provisions of the North Carolina Oil Pollution and Hazardous
Substances Control Act.
i. NRCS will be responsible for inspection and will ensure that the previously listed
conditions are met.
NC-EWP-A3 SP - 2 7/25/01

r r.
PERFORMANCE TIME CALCULATION
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
Location: Pender County, North Carolina
Site No.: Pineview Cemetery
Computations based on a 6 day work week Work Days Required* 41
Anticipated date.of Commencement of Work September 4, 2001

onth

Calendar
Da .2 Avail.
Move
In
Days Sundays,
Holidays,
Shutdown
Da s
**
Rain
Da s
***
'C
Adverse
Weather
Da s
Available Cumulative Cumulative
Work Work Calendar
Da s Da s Da s
September
October
November 27
31
20 15
0
0 4
5
4 3
2
2 1
1.5
1.5 3
3
3 5 5 27
23 28 58
13 41 78

Time starts day following notice to proceed
* Computations attached
** Prorated for partial month (Climatological Data for Tarboro)
*** Time does not contribute to performance time
1 Performance Time 78 Calendar Days
Prepared by: Ap -
Checked by:
Approved by:
1C Factor - North Carolina EWP
Jan. 3 May 1.5 Sept. 1
Feb. 3 June 1 Oct. 1.5
March 2.5 July 1 Nov. 1.5
April 2 Aug. 1 Dec. 2
Date: *6 /-
Date:
Date:
CALCULATION OF
ESTIMATED WORK DAYS REQUIRED
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
July 2001

1.

2. WORK OR MATERIALS

Bid Item No. 1 - Mobilization and
Demobilization
Bid Item No. 2 - Natural Channel
and Streambank Restoration QUANTITY UNITS UNITS PER WORK DAYS
DAY
1 ____________
" '°°? 15
650 Linear Feet 300 3
(see note)
3. Bid Item 3 - Wire Mesh Gabions 380 Linear Feet 50
8

4.
Bid Item 4 - Rock Cross Vane (see note)
5 Each 0
5
.
10
5. Bid Item 5 -Vegetation, 0.75 Acre .5 2
Permanent
6. Bid Item 6 - Mulching 0.75 Acre 1
1
7. Bid Item 7 - Rock Riprap Outlets 4 Outlet 2
2
Structures
(see note)
Grand Total
- - 41 days
Note: The units used to calculate workdays here are different from the bid units but relate
to the same quantity of work. While the units used for bid are convenient for bids
and payment, the units shown here are more convenie
t f
i

required for installation. n
or est
mation of time
COST ESTIMATE
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
July 2001
ITEM
NO. ITEMS
1 Mobilization and
Demobilization
2 Natural Stream Restoration
3 Wire Mesh Gabions
4 Rock Cross Vane
5 Vegetation, Permanent
6 Mulching
7 Rock Riprap Outlets
a
SPEC.
NO. QUANTITY UNIT UNIT PRICE
8 1 Lump Sum -------
482 1
64 253
461 5
406 0.75
406 0.75
64 25
Lump Sum
Cubic Yard
Each
Acre
Acre
Cubic Yard
$130.00
3000.00
$1200.00
AMOUNT
$ 5,335.00
$ 8,000.00
$ 32,890.00
$ 15,000.00
$ 900.00
$2500.00 $ 1,875.00
$40.00 $ 1.000.00
TOTAL ESTIMATED COST $ 65,000.00
Prepared By Date: ;;1"261200
Checked By: Date:
Approved By: Date:
BID SCHEDULE
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
QUANTITIES
Final Pay
ITEM C unit
Amount Price Dollars
$
1. Bid Item No. 1 - 1 Lump
Mobilization and Sum
Demobilization
2. Bid Item No. 2 - Natural 1 Lump
Stream Restoration Sum
3. Bid Item 3 - Wire Mesh 253 Cubic
Gabions Yards
4. Bid Item 4 - Rock Cross 5 Each
Vane
5. Bid Item 5 - Vegetation, 0.75 Acres
Permanent
6. Bid Item 6 - Mulching 0.75 Acres
7. Bid Item 7 - Rock Riprap 25 Cubic
Outlet Yards
TOTAL
CONSTRUCTION SPECIFICATION
8. MOBILIZATION AND DEMOBILIZATION
1. SCOPE
The work shall consist of the mobilization and demobilization of the Contractor's
forces and equipment necessary for performing the work required under the contract.
This work shall not include mobilization and demobilization for specific items of work
for which,payment is provided elsewhere in the contract.
Mobilization will not be considered as work in fulfilling the contract requirement for
commencement of work.
2. EQUIPMENT AND MATERIALS
Mobilization shall include all activities and costs for transportation of personnel,
equipment, and operating supplies to the site; establishment of offices, buildings, and
other necessary facilities for the Contractor's operations at the site; premiums paid for
performance and payment bonds, including coinsurance and reinsurance agreements as
applicable; and other items specified in Section 4.
Demobilization shall include all activities and costs for transportation of personnel,
equipment, and supplies not included in the contract from the site; including the
disassembly, removal and site clean up, of offices, buildings, and other facilities
assembled on the site for this contract.
This work includes mobilization and demobilization required by the contract at the
time of award. If additional mobilization and demobilization activities and costs are
required during the performance of the contract as a result of changed, deleted, or
added items of work for which the Contractor is entitled to an adjustment in contract
price, compensation for such costs will be included in the price adjustment for the item
or items of work changed or added.
3. PAYMENT
Payment will be made as the work proceeds, after presentation.of invoices by the
Contractor showing specific mobilization and demobilization costs and evidence of the
charges of suppliers, subcontractors, and others. If the total of such payments is less
than the lump sum contract price, the unpaid balance will be included in the final
contract payment. Payment of the lump sum contract price for mobilization and
demobilization will constitute full compensation for completion of the work.
NRCS-NEH-20 8-1 4/92
Payment will not be made under this item for the purchase costs of materials having a
residual value, the purchase costs of materials to be incorporated in the project, or the
purchase costs of operating supplies.
4. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 1, Mobilization and Demobilization
(1) This item shall consist of mobilization and demobilization of materials,
equipment and other resources necessary for the completion of streambank
restoration activities at the Pineview Cemetery in the City of Rocky Mount,
North Carolina.
(2) Equipment and materials shall be stockpiled only at those on-site locations
specified by the Pineview Cemetery Supervisor and approved by the
Contracting Officer.
(3) Demobilization shall include site cleanup to remove any excess materials,
materials packing or binding and other debris associated with construction
activities.
(4) Payment shall be made in accordance with Section 3 above.
NRCS-NEH-20 8-2 4/92
? J
CONSTRUCTION SPECIFICATION
21. EXCAVATION
1. SCOPE
The work shall consist of the excavation required by the
drawings and specifications and disposal of the excavated
materials.
2. CLASSIFICATION
Excavation will be classified as common excavation or
rock excavation in accordance with the following
definitions or will be designated as unclassified.
Common excavation shall be defined as the excavation of
all materials that can be excavated, transported, and
unloaded by the use of heavy ripping equipment and wheel
tractor-scrapers with pusher tractors or that can be
excavated and dumped into place or loaded onto hauling
equipment by means of excavators having a rated capacity
of one cubic yard or larger and equipped with attachments
(such as shovel, bucket, backhoe, dragline or clam shell)
appropriate to the material type, character, and nature
of the materials.
Rock excavation shall be defined as the excavation of all
hard, compacted or cemented materials that requires
blasting or the use of ripping and excavating equipment
larger than defined for common excavation. The
excavation and removal of isolated boulders or rock
fragments larger than one (1) cubic yard encountered in
materials otherwise conforming to the definition of
common excavation shall be classified as rock excavation.
The presence. of isolated boulders or rock fragments
larger than one (1) cubic yard will not in itself be
sufficient cause to change the classification of the
surrounding material.
For the purpose of these classifications, the following
definitions shall apply:
Heavy ripping equipment shall be defined as a rear-
mounted, heavy duty, single-tooth, ripping attachment
mounted on a track type tractor having a power rating of
at least 250 flywheel horsepower unless otherwise
specified in Section 11.
Wheel tractor-scraper shall be defined as a
(not elevating) and unloading scraper having
bowl capacity of at least twelve (12) cubic
NRCS-NEH-20
21-1
self-loading
a struck
yards.
10/98

Pusher tractor shall be defined as a track type tractor
having a power rating of at least 250 flywheel horsepower
equipped with appropriate attachments.
3. UNCLASSIFIED EXCAVATION
Excavation designated as "Unclassified Excavation" shall
include all materials encountered regardless of their
nature or the manner in which they are removed. When
excavation is unclassified, none of the definitions or
classifications stated in.Section 2, CLASSIFICATION,
shall apply.
4. BLASTING
The transportation, handling, storage, and use of
dynamite and other explosives shall be directed and
supervised by person(s) of proven experience and ability
who are authorized and qualified to conduct blasting
operations.
Blasting shall be done in such a manner as to prevent
damage to the work or unnecessary fracturing of the
foundation and shall conform to any special requirements
in Section 11 of this specification. When specified in
Section 11, the Contractor shall furnish the Engineer in
writing, a blasting plan prior to blasting operations.
5. USE OF EXCAVATED MATERIALS
Method 1 To the extent they are needed, all suitable
materials from the specified excavations shall be used in
the construction of required permanent earthfill or
rockfill. The suitability of materials for specific
purposes will be determined by the Engineer. The
Contractor shall not waste or otherwise dispose of
suitable excavated materials.
Method 2 Suitable materials from the specified
excavations may be used in the construction of required
earthfill or rockfill. The suitability of materials for
specific purposes will be determined by the Engineer.
6. DISPOSAL OF WASTE MATERIALS
Method 1 All surplus or unsuitable excavated materials
will be designated as waste and shall be disposed of at
the locations shown on the drawings.
Method 2 All surplus or unsuitable excavated materials
will be designated as waste and shall be disposed of by
the Contractor at sites of his own choosing away from the
site of the work in an environmental acceptable manner
and that does not violate local rules and regulations.
NRCS-NEH-20 21-2 10/98
7. EXCAVATION LIMITS
Excavations shall comply with OSHA Construction Industry
Standards (29CFR Part 1926) Subpart P, Excavations,
Trenching, and Shoring. Ali excavations shall be
completed and maintained in a safe and stable condition
throughout the total construction phase. Structure and
trench excavations shall be completed to the specified
elevations and to the length and width required to safely
install, adjust, and remove any forms, bracing, or
supports necessary for the installation of the work.
Exca,Zations outside of the lines and limits shown on the
drawings or specified herein required to meet safety
requirements shall be the responsibility of the
Contractor in constructing and maintaining a safe and
stable excavation.
8. BORROW EXCAVATION
When the quantities of suitable materials obtained from
specified excavations are insufficient to construct the
specified earthfills and earth backfills, additional
materials shall be obtained from the designated borrow
areas. The extent and depth of borrow pits within the
limits of the designated borrow areas shall be as
specified in Section 11 or as approved by the Engineer.
Borrow pits shall be excavated and finally dressed to
blend with the existing topography and sloped to prevent
ponding and to provide drainage.
9. OVER-EXCAVATION
Excavation in rock beyond the specified lines and grades
shall be corrected by filling the resulting voids with
portland cement concrete made of materials and mix
proportions approved by the Engineer. Concrete that will
be exposed to the atmosphere when construction is
completed shall meet the requirements of concrete
selected for use under Construction Specification 31,
Concrete for Major Structures, or 32, Structure Concrete,
as appropriate.
Concrete that will be permanently covered shall contain
not less than five (5) bags of cement per cubic yard.
The concrete shall be placed and cured as specified by
the Engineer.
Excavation in earth beyond the specified lines and grades
shall be corrected by filling the resulting voids with
approved compacted ear.thfill, except that, if the earth
is to become the subgrade for riprap, rockfill, sand or
gravel bedding, or drainfill, the voids may be filled
NRCS-NEH-20 21-3 10/98
with material conforming to the specifications for the
riprap, rockfill, bedding or drainfill. Prior to
correcting an over-excavation condition, the Contractor
shall review the planned corrective action with the
Engineer and obtain approval of the corrective measures.
10. MEASUREMENT AND PAYMENT
For items of work for which specific unit prices are
established in the contract, the volume of each type and
class of excavation within the specified pay limits will
be measured and computed to the nearest cubic yard by the
method-of average cross-sectional end areas or by methods
outlined in Section 11 of this specification. Regardless
of quantities excavated, the measurement for payment will
be made to the specified pay limits, except that
excavation outside the specified lines and grades
directed by the Engineer to remove unsuitable material
will be included. Excavation required because unsuitable
conditions result from the Contractor's improper
construction operations, as determined by the Engineer,
will not be included for measurement and payment.
Method 1 The pay limits shall be as designated on the
drawings.
Method 2 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. The lower and lateral limits shall be the neat lines
and grades shown on the drawings.
Method 3 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. The lower and lateral limits shall be the true
surface of the completed excavation as directed by
the Engineer.
NRCS-NEH-20 21-4 10/98
e
Method 4 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. ";The lower limit shall be at the bottom surface of
the proposed structure.
C. The lateral limits shall be 18-inches outside of the
outside surfaces of the proposed structure or shall
be vertical planes 18-inches outside of and parallel
to the footings, whichever gives the larger pay
quantity, except as provided in d, below.
d. For trapezoidal channel linings or similar
structures that are to be supported upon the sides
of the excavation without intervening forms, the
lateral limits shall'be at the under side of the
proposed lining or structure.
e. For the purposes of the definitions in b, c, and d,
above, any specified bedding or drainfill directly
beneath or beside the structure will be considered
to be a part of the structure.
All Methods The following provisions apply to all
methods of measurement and payment.
Payment for each type and class of excavation will be
made at the contract unit price for that type and class
of excavation. Such payment will constitute full
compensation for all labor, materials, equipment, and all
other items necessary and incidental to the performance
of the work, except that extra payment for backfilling
over-excavation will be made in accordance with the
following provisions:
Payment for backfilling over-excavation, as specified in
Section 9 of this specification, will be made only if the
excavation outside specified lines and grades is directed
by the Engineer to remove unsuitable material and if the
unsuitable condition is not a result of the Contractor's
improper construction operations as determined by the
Engineer.
NRCS-NEH-20 21-5 10/98
Compensation for any item of work described in the
contract but not listed in the bid schedule will be
included in the payment for the item of work to which it
is made subsidiary. Such items and the items to which
they are made subsidiary are identified in Section 11 of
this specification.
NRCS-NEH-20 21-6 10/98
a
11. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details
therefore are:
a. Excavation
(1) This item shall consist of finrnishing all equipment, tools, and labor for common excavation
in conjunction with the construction of Wire Mesh Gabion structures and Natural Channel
and Streambank Restoration at the Pineview Cemetery in the City of Rocky Mount.
(2) Excess spoil from excavation operations shall be disposed of in-an acceptable location
provided by the contractor.
(3) Excavation shall be considered subsidiary to Bid Item No. 2, Natural Stream Restoration
and Bid Item No. 3, Wire Mesh Gabions. No separate payment shall be made for
Excavation. Compensation for all materials, equipment, tool, labor and other incidental
expenses incurred in performing excavation activities shall be included in payment for to
Bid Item No. 2, Natural Stream Restoration and Bid Item No. 3, Wire Mesh Gabions.
USDA-NRCS
NC-EWP
21-7
Excavation
July 2001
CONSTRUCTION SPECIFICATION
61. ROCK RIPRAP
1. SCOPE
The work shall consist of the construction of rock riprap revetments and blankets,
including filter or bedding where specified.
2. MATERIALS
Rock riprap shall conform to the requirements of Material Specification 523 or, if so
specified shall be obtained from designated sources. It shall be free from dirt, clay, sand,
rock fines and other materials not meeting the required gradation limits.
At least thirty (30) days prior to delivery of rock from other than designated sources, the
Contractor shall designate in writing the source from which rock materials will be .
obtained and provide information satisfactory to the Contracting Officer that the material
meets contract requirements. The Contractor shall provide the Contracting Officer's
Technical Representative (COTR) free access to the source for the purpose of obtaining
samples for testing. The size and grading of the rock shall be as specified in Section 8.
Rock from approved sources shall be excavated, selected, and processed to meet the
specified quality and grading requirements at the time the rock is installed.
When specified in Section 8 or, when requested by the Contracting Officer, a gradation
quality control check shall be made by the Contractor and subject to inspection by the
COTR. The test shall be performed at the work site, in accordance to ASTM D 5519 Test
Method B Size, Size-Range Grading, on a test pile of representative rock. The weight or
size of the test pile shall be large enough to ensure a representative gradation of rock from
the source and to provide test results within a five (5) percent accuracy.
Based on a specific gravity of 2.65 (typical of limestone and dolomite), and assuming the
individual rock is shaped midway between a sphere and a cube, typical size/weight
relationships are:
Sieve Size Approximate Weight Weight of
of Rock of Rock Test Pile
16 inches 300 pounds 6000 pounds
11 inches 100 pounds 2000 pounds
6 inches 15 pounds 300 pounds
The results of the test shall be compared to the gradation required for the project. Test pile
results that do not meet the construction specifications shall be cause for the rock to the
rejected. The test pile that meets contract requirements shall be left on the job site as a
sample for visual comparison. The test pile shall be used as part of the last rock riprap to
be placed.
Filter or bedding aggregates when required, shall conform to Material Specification 521,
unless otherwise specified. Geotextiles shall conform to Material Specification 592.
NRCS 61-1 1/97
3. SUBGRADE PREPARATION
The subgrade surfaces on which the rock riprap, filter, bedding or geotextile is to be
placed shall be cut or filled and graded to the lines and grades shown on the drawings.
When fill to subgrade lines is required, it shall consist of approved materials and shall
conform to the requirements of the specified class of earthfill.
Rock riprap, filter, bedding or geotextile shall not be placed until the foundation
preparation is completed and the subgrade surfaces have been inspected and approved.
4. EQUIPMENT-PLACED ROCK RIPRAP
The rock riprap shall be placed by equipment on the surfaces and to the depths specified.
The rock riprap shall be installed to the full course thickness in one operation and in such a
manner as to avoid serious displacement of the underlying materials. The rock for riprap
shall be delivered and placed in a manner that will ensure that the riprap in-place shall be
reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact
one to another with the smaller rocks and spalls filling the voids between the larger rocks.
Some hand placing may be required to provide a neat and uniform surface.
Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing
will be required as necessary to prevent damage to any new and existing structures.
5. HAND-PLACED ROCK RIPRAP
The rock riprap shall be placed by hand on the surfaces and to the depths specified. It
shall be securely bedded with the larger rocks firmly in contact one to another without
bridging. Spaces between the larger rocks shall be filled with smaller rocks and spalls.
Smaller rocks shall not be grouped as a substitute for larger rock. Flat slab rock shall be
laid on its vertical edge; except where it is laid like paving stone and the thickness of the
rock equals the specified depth of the riprap course.
6. FILTER OR BEDDING
When the contract specifies filter, bedding or geotextile beneath the rock riprap, the
designated material shall be placed on the prepared subgrade surface as specified.
Compaction of filter or bedding aggregate will not be required, but the surface of such
material shall be finished reasonably smooth and free of mounds, dips, or windrows.
7. MEASUREMENT AND PAYMENT
Method 1
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. The volume of each type of filter or bedding aggregate
will be measured within the specified limits and computed to the nearest cubic yard by the
method of average cross-sectional end areas. For each load of rock riprap placed as
specified, the Contractor shall furnish to the COTR a statement-of-delivery ticket showing
the weight, to nearest Q.1 ton. "
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
NRCS 61-2 1/97
Method 2
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest 0.1 ton by actual weight. The quantity of each type of filter or bedding
aggregate delivered and placed within the specified limits will be computed to the nearest
0.1 ton. For each load of rock riprap placed as specified, the Contractor shall furnish to
the Engineer a statement-of-delivery ticket showing the weight, to the nearest 0.1 ton. For
each load of filter or bedding aggregate, the Contractor shall furnish to the COTR a
statement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 3
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap and filter or bedding aggregate will be measured within
the specified limits and computed to the nearest cubic yard by the method of average
cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 4
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap, including filter and bedding aggregate, will be
measured within the specified limits and computed to the nearest cubic yard by the method
of average cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, including
filter and bedding. Such payment will be considered full compensation for completion of
the work.
Method 5
For items of work for which specific unit prices are established by the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. For each load of rock for riprap placed as specified, the
Contractor shall furnish to the COTR a statement-of-delivery ticket showing the weight to
the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
Method 6
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap will be measured within the specified limits and
computed to the nearest cubic yard by the method of average cross-sectional end areas.
NRCS 61-3 1/97
Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
All Methods
The following provision apply to all methods of measurement and payment.
Compensation for any item of work described in the contract but not listed in the bid
schedule will be included in the payment for the item of work to which it is made
subsidiary. Such items and the items to which they are made subsidiary are identified in
Section 8.
No separate payment will be made for testing the gradation of the test pile. Compensation
for testing will be included in the appropriate bid item for riprap.
.8. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 7, Rock Riprap Outlet
(1) This item shall consist of furnishing materials, equipment, tools, and labor to
install Rock Riprap Outlets for surface water control at the Pineview Cemetery
in the City of Rocky Mount in the locations and as shown in the drawings.
(2) Rock used for Rock Riprap Outlets shall have a D50 size of not less than 8
inches. No rock shall be larger than 15 inches. No more that 10 percent of the
rock by volume shall be less than 4 inches and not more that 10 percent of the
rock by volume shall be larger than 12 inches.
(3) Rock Riprap shall be placed a minimum of 12 inches thick at all points in the
outlet. In no case shall the Geotextile fabric be visible through the rock riprap.
This may require some hand placement of smaller rock to fill in the voids if rock
used is in the upper end of the size range specified.
(4) Approximately 25 tons of rock riprap will be required for construction of the
four (4) outlets planned at this site.
(5) All rock shall be underlain by a Non-woven needle-punched Geotextile fabric
meeting the requirements of Material Specification 592 - Geotextile for Class I
Non-woven Geotextile.
(6) Payment shall be by Method 5 as discussed in Section 7. above.
NRCS 61-4 1/97
1. SCOPE
CONSTRUCTION SPECIFICATION
64. WIRE MESH GABIONS AND MATTRESSES
TWISTED (WOVEN) OR WELDED MESH
The work shall consist of furnishing, assembling and
installing rock filled wire mesh gabion baskets and
mattresses.
`vrz .
Vlk?

2. TYPES
Gabions shall consist of rectangular wire mesh formed
containers filled with rock. Gabions will conform to one
of the following types:
Woven Mesh. Non-raveling double twisted hexagonal wire
mesh, consisting of two wires twisted together in two 180
degree turns.
Welded Mesh. Welded-wire mesh with a uniform square or
rectangular pattern and a resistance weld at each
intersection. The welded wire connections shall conform
with the requirements of ASTM A 185, including wire
smaller than W1.2 (0.124 in.); except that the welded
connections shall have a minimum average shear strength
of 70% and a minimum shear strength of 600 of the minimum
ultimate tensile strength of the wire.
Gabions. Gabions shall be furnished as baskets or
mattresses, as specified in Section 8. Baskets and
mattresses shall be fabricated within a dimension
tolerance of plus or minus 5 percent.
Baskets. Baskets have a height of 12.inches or greater.
Mattresses. Mattresses have a thickness of 12 inches and
less.
3. MATERIALS
Gabions shall be fabricated, assembled and installed in
accordance with the nominal wire sizes and dimensions
found in Tables 1 and 2, using the following.materials,
unless otherwise specified in Section 8.
Wire for fabrication and assembly shall be hot-dipped
galvanized. The wire shall have a minimum tensile
strength of 60,000 psi. Galvanized steel wire shall
conform to ASTM A 64.1, Class 3, Soft Temper.
NRCS-NEH-20 64-1 11/97
- TABLE 1 (Minimum Requirements)*
GABION BASKETS--Height 12, 18, or 36 Inches; Length as
Spec ified
Type Mesh
of Wire Size Wire
Diameter PVC
Coating Total Galvanized
Diameter Coating
Inches Inches Inches Inches oz./SF
Woven 3-1/4 x 4-1/ 2 0.118 None 0.118 0
80
Mesh 3-1/4 x 4-1/2 0.105 0.02 0.145 .
0.80
Selvage 0.153 None 0.153 0.80
0.132 0.02 0.172 0.80
Lacing and 0.086 0.02 0.126 0
70
Internal .
Connecting
Wire
Welded 3 x 3 0.118 None 0.118 0.80
Mesh 3 x 3 0.105 0.02 0.145 0.80
Spiral 0.105 0.02 0.145 0.80
Binder
TABLE 2 (Minimum Requirements)*
- - - GABION MATTRESSES- -Height 6, 9, or 12 Inches; Length as
Speci fied
Type Mesh
of Wire Size Wire
Diameter PVC
Coating Total
Diameter Galvanized
Coating
Inches Inches Inches Inches oz./SF

Woven 2-1/2 x 3-1/4 0.086 0.02 0.126 0
70
Mesh .
Selvage 0.105 0.02 0.145 0.80
Lacing and 0.086 0.02 0.126 0
70
Internal .
Connecting
Wire
Welded 1-1/2 x 3 0.080 0.02 0.120 0.70
Mesh
Spiral 0.105 0.02 0.145 0.80
Binder
*NOTE: The wire sizes and PVC coating thic kness shown are
nominal sizes.
The wire sizes include the galvaniz ing
coating thickne ss.
When Epoxy or Polyvinyl.Chloride (PVC) coated wire is
specified in Section 8, the galvanized wire shall be
NRCS-NEH-20 64-2 11/97
coated by fusion bonded epoxy; or fusion bonded,
extruded, or extruded and bonded PVC material. The wire
coating shall be colored black, gray, green or silvery;
and the initial properties of the PVC coating shall meet
the following requirements:
(a) Specific Gravity. In the range of 1.30 to 1.40,
ASTM D 792.
(b) Abrasion Resistance. The percentage
shall be less than 120, when tested
ASTM D 1242, Method B at 200 cycles,
`;Tape, 80 Grit.
(c) Brittleness Temperature. Not higher
D 746.
of weight loss
according to
CSI-A Abrader
than 15°F, ASTM
.(d)' Tensile Strength. Extruded Coating (not less than
2,980 psi., ASTM D 412j. Fusion Bonded Coating (not
less than 2,275 psi., ASTM D 638).
(e) Modulus of Elasticity. Extruded Coating (not less
than 2,700 psi. at 100 percent strain, ASTM D 412).
Fusion Bonded Coating (not less than 1980 psi. at
100 percent strain, ASTM D 638).
.(f) Ultraviolet Light Exposure. A test period of not
less than 3000 hours, using apparatus type E at 63
C,. ASTM G 23.
(g) Salt Spray Test. A test period of not less than
3000 hours, ASTM B 117.
After the exposure to ultraviolet light and the salt
spray test as specified above, the PVC coating shall not
show cracks, blisters, splits, nor noticeable change of
coloring (surface chalk).. In addition, the specific
gravity shall not change more than six (6) percent,
resistance to abrasion shall not change more than ten
(10) percent, tensile strength shall not change more than
25 percent, and modulus of elasticity shall not change
more 25 percent from their initial values.
The wire sizes shown in Tables l and 2 are the size of
the wire after galvanizing and before coating with PVC.
Spiral binders are the standard fastener for welded-mesh
gabion baskets and mattresses, and shall be formed from
wire meeting the same quality and coating thickness
requirements as specified for the gabion baskets and
mattresses.
Alternate.fasteners for use with wire mesh gabions, such
as ring fasteners, shall be formed from wire meeting the
NRCS-NEH-20 64-3 11/97
same quality and coating thickness requirements as
specified for the gabions.
Standard fasteners and alternate fasteners must provide a
minimum strength of 1,400 ib. per lineal foot for gabion
baskets and 900 lb. per lineal foot for gabion
mattresses. When used to interconnect gabion baskets or
mattresses with PVC coating, ring fasteners shall be made
of stainless steel and spiral fasteners will be PVC
coated. All fasteners shall meet all of the closing
requirements of the gabion manufacturer in addition to
any requirements specified in Section 8.
Rock shall conform to the quality requirements in
Material Specification 523, unless otherwise specified in
Section 8. At least 85 percent of the rock particles, by
weight, shall be within the predominant rock size range.
Gabion Basket Predominant Minimum Rock Max. Rock
or Mattress Rock Size Dimension Dimension
Height Inches Inches Inches
------ ------------
12, 18, or 36 4 to 8 4 9
.Inch Basket
6, 9, or 12 3 to 6 3 7
Inch Mattress
At least 30 days prior to delivery to the site, the
Contractor shall inform the Engineer in writing of the
source from which the rock will be obtained, and include
the test data and other information by which the material
was determined by the Contractor to meet the
specification. The Contractor shall provide the Engineer
free access to the source for the purpose of obtaining
samples for testing and source approval.
Bedding or filter material, when specified, shall meet
the gradation shown on the plans or as specified in
Section 8, and the requirements of Material Specification
521. Geotextile, when specified, shall conform to the
requirements specified in Section 8, and those of
Material Specification 592.
4. FOUNDATION PREPARATION
The foundation on which the gabions are to be placed
shall be cut or filled and graded to the lines and grades
shown on the drawings. Surface irregularities, loose
material, vegetation, and all foreign matter shall be
removed from foundations. When fill is required, it
shall consist of materials conforming to the specified
NRCS-NEH-20 64-4 11/97
requirements. Gabions and bedding or specified
geotextiles shall not be placed until the foundation
preparation is completed, and the subgrade surfaces have
been inspected and approved by the Engineer.
Compaction of bedding or filter material will be required
as specified in Section 8. The surface of the finished
material shall be to grade and free of mounds, dips or
windrows. Geotextile shall be installed in accordance
with the requirements of Construction Specification 95.
5. ASSEMBLY AND PLACEMENT
Unless otherwise specified in Section 8, the assembly and
placement of gabions shall be in accordance with the
following procedures:
Assembly. Rotate the gabion panels fhto position and
join the vertical edges with fasteners for gabion
assembly. Where lacing wire is used, wrap the wire with
alternating single and double half-hitches at intervals
between four (4) to vice (5) inches. Where spiral
fasteners are used for welded-wire mesh, crimp the ends
to secure the spirals in place. Where ring type
alternate fasteners are used for basket assembly, install
the fasteners at a maximum spacing of 6 inches. Use the
same fastening procedures to install interior diaphragms
where they are required.
Interior diaphragms will be required where any inside
dimension exceeds three (3) feet. Diaphragms will be
installed to assure that no open intervals are present
that exceed three (3) feet.
Placement. Place the empty gabions on the foundation and
interconnect the adjacent gabions along the top, bottom,
and vertical edges using lacing wire. Wrap the wire with
alternating single and double half-hitches at intervals
between four (4) to six (6) inches. Unless otherwise
specified in Section 8, lacing wire will be the only
fastener allowed for interconnecting woven mesh gabions.
Spiral fasteners are commonly used for the assembly and
interconnection of welded mesh gabions. Spirals are
screwed down at the connecting edges then each end of the
spiral is securely tied down to prevent unraveling.
Lacing may be used as needed to supplement the
interconnection of welded mesh gabions, and the closing
of lids.
Interconnect each layer of gabions to the underlying
layer of gabions along the front, back, and sides.
Stagger the vertical joints between the gabions of
adjacent rows and layers by at least one-half of a cell
.length.
NRCS-NEH-20 64-5 11/97
6. FILLING OPERATION
After adjacent empty woven wire gabion units are set to
line and grade and common sides properly connected, they
shall be placed in straight line tension and stretched to
remove any kinks from the mesh and to gain a uniform
alignment. Welded-mesh gabions do not require
stretching. Staking of the gabions may be done to
maintain the established proper alignment prior to the
placement of rock. No stakes shall be placed through
geotextile material. Connecting lacing wire and other
fasteners (as allowed), shall be attached during the
filling operation to preserve the strength and shape of
the structure.
Internal connecting cross-tie wires shall be placed in
each unrestrained gabion cell greater than 18 inches in
height, including gabion cells left temporarily
unrestrained. Two internal connecting wires shall be
placed concurrently with rock placement, at each 12-inch
interval of depth. In woven mesh gabions these cross-
ties will be placed evenly spaced along the front face
and connecting to the back face. All cross-tie wires
shall be looped around two mesh openings and each wire
end shall be secured by a minimum of five 180 degree
twists around itself after looping.
In welded mesh gabions these cross-ties or stiffeners
will be placed across the corners of the gabions (at 12
inches from the corners) providing diagonal bracing.
Lacing wire or preformed hooked wire stiffeners may be
used.
The gabions shall be carefully filled with rock, either
by machine or hand methods, ensuring alignment, avoiding
bulges, and providing a compact mass that minimizes
voids. Machine placement will require supplementing with
hand work to ensure the desired results. The cells in
any row shall be filled in stages so that the depth of
rock placed in any one cell does not exceed the depth of
rock in any adjoining cell by more than 12 inches. Along
the exposed faces, the outer layer of stone shall be
carefully placed and arranged by hand to ensure a neat,
compact placement with a uniform appearance.
The last layer of rock shall be uniformly leveled to the
top edges of the gabions. Lids shall be stretched tight
over the rock filling using only approved lid closing
tools as necessary. The use of crowbars or other single
point leverage bars for lid closing is prohibited as they
may damage the baskets. The lid shall be stretched until
it meets the perimeter edges of the front and end panels.
The gabion lid shall then be secured to the sides, ends,
NRCS-NEH-20 64-6 11/97
and diaphragms with spiral binders, approved alternate
fasteners, or lacing wire wrapped with alternating single
and double half-hitches in the mesh openings.
Any damage to the wire or coatings during assembly,
placement and filling shall be repaired promptly in
accordance with the manufacturer's recommendations or
replaced with undamaged gabion baskets.
7. MEASUREMENT AND PAYMENT
Method 1 For items of work for which specific unit
prices are established in the contract; the volume of
rock 'will be measured within the neat lines of the gabion
structure and computed to the nearest cubic yard.
Payment for gabions will be made at the contract unit
price, and includes the wire mesh and rock. Such payment
will be considered full compensation-for all labor,
materials, equipment and all other items necessary and
incidental to completion of the work.
Method 2 For items of work for which specific unit
prices are established in the contract, the volume of the
gabions will be measured within the neat lines of the
gabion structure and computed to the nearest cubic yard.
Payment for the gabions will be made at the contract unit
price, and includes the wire mesh, rock and specified
bedding material or geotextile. Such payment will be
considered full compensation for all labor, materials;
equipment and all other items necessary and incidental to
the completion of the work.
Method 3 For items of work for which specific unit
prices are established in the contract, the surface area
will be measured within the neat lines of the gabion
mattress structure and computed to the nearest square
yard. Payment for the gabion mattress will.be made at
the contract unit price, and includes the wire mesh and
rock. Such payment will be considered full compensation
for all labor, materials, equipment and all other items
necessary and incidental to the completion of the work.
Method 4 For items of work for which specific unit
prices are established in the contract, the surface area
will be measured within the neat lines of the gabion
mattress structure and computed to the nearest square
yard. Payment for the gabion mattress will be made at
the contract unit price, and include the wire mesh, rock
and specified bedding material or geotextile. Such
payment will be considered full compensation for all
labor, materials, equipment and all other items necessary
and incidental to the completion of the work.
NRCS-NEH-20 64-7 11/97
All Methods The following provisions apply to all
methods of measurement and payment. Unless otherwise
specified in Section 8, no deduction in volume will be
made for any void or embedded item. Compensation for any
item of work described in the contract, but not listed in
the bid schedule will be included in the payment for the
item of work to which it is made subsidiary. Each item
and the items to which they are made subsidiary are
identified in Section 8 of this specification.
NRCS-NEH-20 64-8 11/97
w8. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details therefore
are:
a. Bid Item No. 3, Wire Mesh Gabions
(1) This item shall consist of furnishing materials, assembly and installation of wire mesh gabions
including all necessary excavation and earth fill at the Pineview Cemetery in the City of Rocky
Mount in the locations and as shown in the drawings.
(2) The Gabion installation shall consist of two structures, extending from each end of the rock headwall
at approximately station 2+75 on the right bank of the stream. The upstream structure begins at the
rock headwall and extends upstream approximately 120 linear feet to station 4+00. The downstream
structure begins at the rock headwall and extends downstream for approximately 260 linear feet to the
rock headwall of the road crossing near station 0+00. Installation of the gabion structures shall begin
flush with the walls of the rock headwall at station 2+75 and-extend upstream and downstream.
(3) Approximately 380 linear feet of wire mesh gabion streambank stabilization is to be constructed
requiring approximately 253 cubic yards of rock fill. Approximate number of gabion baskets and
mattresses are as follows:
Rock Volume Total Rock
Approx. Per Gabion Volume
Gabion Size Number (cu. yds.) (cu. yds.)
9'x3'x3' 70 3.0 210
6'x3'x3' 14 2.0 28
Y x Y x 3' 15 1.0 15
Total Cubic Yards 253
Gabion mattresses and baskets with lengths different from those listed above may be used if the
specified lengths are not readily available. For example, fifteen 6' x _Y x T baskets may be used in
lieu of ten 9' x 3' x 3' baskets. Any such substitutions must be approved by the engineer prior to
assembly and placement. Use of differing lengths at extreme ends of the structure and at other
locations as needed is encouraged to allow "staggering" of the basket layers.
(4) All wire used in the fabrication of the gabions and in the wiring operations during construction shall,
after zinc coating, have extruded onto it a coating of polyvinyl chloride, otherwise referred to as
"PVC". It shall be capable of resisting. deleterious effects of natural weather exposure, immersion in
salt water and shall not show any material difference in its initial characteristics.
USDA-NRCS 64-9 Pineview Cemetery
NTO UT1M
(5) Assembly and installation of wire mesh gabions shall be performed in accordance with the
manufacturer's recommendations. Gabion baskets shall be aligned and stretched tightly to provide
neat, uniform lines prior to and during the placement of rock fill. An anchor basket or other massive
object shall be used to provide the tension necessary to properly stretch the gabion baskets prior to
and during the filling process. It shall be placed on grade and in line downstream from gabions being
filled with rock. Winch pullers (or come alongs) with cables attached to the anchor basket shall be
used to maintain tension on the baskets being installed during the filling process.
(6) Adjacent rows of gabion baskets shall be placed in a staggered fashion which will result in the center
of baskets in one row being approximately over the seam of two adjacent baskets in the lower row.
This will require the use of some differing length baskets. Baskets shall not be disassembled or cut in
order to provide the stagger.
(7) Where gabion baskets do not lie neatly adjacent to each other due to structure alignment, the wire
mesh may be cut or bent to form the irregular shapes necessary to provide positive contact with
adjacent baskets. Where this is done the cut or bent edges of the mesh must not be left loose but shall
be laced securely to another part of the structure as described-in section 5. of this specification,
Assembly and Placement.
(8) Gabion rock fill material shall be sound durable stone obtained from a N.C. Department of
Transportation approved quarry, river stone obtained from the required excavations, or other sources
of equivalent material as approved by the engineer. Suitable stone, removed as a part of the stream
channel and streambank restoration work, may be separated, graded and used as gabion fill material.
Gabion fill stone shall be sound and not excessively weathered. Stone which crumbles shall be
rejected.
(9) Geotextile fabric filter cloth meeting the requirements of Construction Specifi cation 95 shall be placed
beneath and behind all gabion baskets. Edges of adjacent strips of fabric filter cloth shall be
overlapped no less than 18 inches. The upstream strip shall lap over the downstream strip where
vertical seams are required. The higher strip shall overlap the lower strip when horizontal seams are
required. Fabric shall be placed adjacent to the wire mesh gabions and shall be laced to the top edge
of all gabion baskets at intervals of no less than 12 inches prior to placement of any fill material
behind the gabion structure. Where horizontal seams of fabric filter cloth overlap, the uppermost edge
of the inside seam shall be laced to the basket. See Construction Specification 95 - Geotextile, for
details regarding material grade and handling of fabric filter cloth.
(10) Where possible gabion baskets shall be placed against neatly excavated cut slopes. Where backfill is
required, earth and rock fill shall be placed behind all gabion baskets. Fill shall consist of coarse
grained material with no more than 10 percent being larger than 6 inches in diameter and none greater
than 12 inches. Fill material shall be compacted thoroughly using manual directed power tamps
(whacker packer) or other vibratory compaction equipment. Maximum fill between tamping
operations shall be twelve (12) inches.
USDA-NRCS 64-10 Pineview Cemetery
NC-EWP July 2001
(11) Payment shall be made by Method 2. Volume of rock fill shall be computed using the volume per
gabion values shown in paragraph (2) above.
(12) Items which are subsidiary to wire mesh gabions are as follows:
(a) Construction Specification 95 - Geotextile
(b) Construction Specification 21 - Excavation
USDA-MRCS 64-11 Pineview Cemetery
CONSTRUCTION SPECIFICATION
95. GEOTEXTILE
1. SCOPE
This work shall consist of furnishing all materials, equipment, and labor necessary for
the installation of geotextiles.
2. QUALITY
Geotextiles.shall conform to the requirements of Material Specification 592 and this
specification.
3. STORAGE
Prior to use, the geotextile shall be stored in a clean dry place, out of direct sunlight,
not subject to extremes of either hot or cold, and with the manufacturer's protective
cover in place. Receiving, storage, and handling at the job site shall be in accordance
with the requirements in ASTM D 4873.
4. SURFACE PREPARATION
The surface on which the geotextile is to be placed shall be graded to the neat lines and
grades as shown on the drawings. The surface shall be reasonably smooth and free of
loose rock and clods, holes, depressions, projections, muddy conditions and standing
or flowing water (unless otherwise specified in Section 7).
5. PLACEMENT
Prior to placement of the geotextile, the soil surface will be inspected for quality
assurance of design and construction. The geotextile shall be placed on the approved
prepared surface at the locations and in accordance with the details shown on the
drawings and specified. The geotextile shall be unrolled along the placement area and
loosely laid (not stretched) in such a manner that it will conform to the surface
irregularities when material is placed on or against it. The geotextile may be folded
and overlapped to permit proper placement in the designated area.
Method l The geotextile shall be joined by machine sewing using thread of a material
meeting the chemical requirements for the geotextile fibers or yarn. The sewn overlap
shall be 6 inches and the sewing shall consist of two parallel stitched rows at a spacing
of approximately 1 inch and shall not cross (except for any restitching). The stitching
shall be a lock-type stitch. Each row of stitching shall be located a minimum of 2
inches from the geotextile edge. The seam type and sewing machine to be used shall
produce a seam strength, in the specified. geotextile that, as a minimum, is 90 percent
of the tensile strength in the weakest principal direction of the geotextile being used,
NRCS-NEH-20 95-1 8/91
when tested'in accordance with ASTM D 4884. The seams may be factory or field
sewn.
The geotextile shall be temporarily secured during placement of overlying materials to
prevent slippage, folding, wrinkling, or other movement of the geotextile. Unless
otherwise specified, methods of securing shall not cause punctures, tears or other
openings to be formed in the geotextile.
Method 2 The geotextile shall be joined by overlapping a minimum of 18 inches
(unless otherwise specified), and secured against the underlying foundation material.
Securing pins, approved and provided by the geotextile manufacturer, shall be placed
along the edge of the panel or roll material to adequately hold it in place during
installation. Pins shall be steel or fiberglass formed as a "U", "L", or "T" shape or
contain "ears" to prevent total penetration. Steel washers shall be provided on all but
the "U" shaped pins. The upstream or up-slope geotextile shall overlap the abutting
down-slope geotextile. At vertical laps, securing pins shall be inserted through both
layers along a line through approximately the midpoint of the overlap. At horizontal
laps and across slope laps, securing pins shall be inserted through the bottom layer
only. Securing pins shall be placed along a line approximately 2 inches in from the
edge of the placed geotextile at intervals not to exceed 12 feet unless otherwise
specified. Additional pins shall be installed as necessary and where appropriate, to
- - prevent any undue slippage or movement of the geotextile. The use of securing pins
will be held to the minimum necessary. Pins are to be left in place unless otherwise
specified.
Should the geotextile be torn or punctured, or the overlaps or sewn joint disturbed, as
evidenced by visible geotextile damage, subgrade pumping, intrusion, or grade
distortion, the backfill around the damaged or displaced area shall be removed and
restored to the original approved condition. The repair shall consist of a patch of the
same type of geotextile being used, overlaying the existing geotextile. When the
geotextile seams are required to be sewed, the overlay patch shall extend a minimum
of one foot beyond the edge of any damaged area and joined by sewing as required for
the original geotextile except that the sewing shall be a minimum of 6 inches from the
edge of the damaged geotextile. Geotextile panels joined by overlap shall have the
patch extend a minimum of 2 feet from the edge of any damaged area.
Geotextile shall be placed in accordance with the following applicable specification
according to the use indicated in Section 7:
a. Slope Protection The geotextile shall not be placed until it can be anchored and
protected with the specified covering within 48 hours or protected from exposure to
ultraviolet light. In no case shall material be dropped on uncovered. geotextile from
a height greater than 3 feet.
NRCS-NEH-20 95-2 8/91
IL
5. Geotextile Joint Wrap
All pipe joints shall be wrapped with a non-woven geotextile of a minimum weight of
7.0 ounces per square yard. The geotextile wrap shall be minimum of 24 inches wide
and long enough to wrap around the pipe at least two times (Approximately 7.5 feet
long for 24 inch pipe). The pipe joint shall be wrapped such that it lies in the
approximate center of the width of geotextile. The geotextile wrap shall be tightly
wound around the joint and secured at no less than two places by cord or tape in such
a manner as to hold the wrap in place during filling and compacting operations. The
geotextile wrap shall be pulled tightly over the joint and not allowed to sag into the
joint gap. If a significant gap exists at the joint, fill material shall be placed on the
geotextile wrap on either side of the joint to a depth of a minimum of nine (9) inches
before fill material is placed over the joint.
6. Method of Payment
Measurement and payment for pipe joint repair shall be as discussed in Section 7.
below.
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefor are:
a. Subsidiary Item - Pipe Joint Repair
(1) This work shall consist of the removal and replacement of one or more
sections of concrete pipe at the Pineview Cemetery in the location of the rock
headwall at approximately station 2+75 as shown on the Plan View drawing.
(2) The last joint of pipe that outlets into the stream shall be set on a foundation of
rock within the gabion retaining wall as shown in the Retaining Wall Detail
drawing. The last joint of pipe will protrude through the sides of the gabion
basket. A section of wire mesh must be removed from both sides of the
gabion basket to allow the placement of the pipe in the basket. The gabion
basket shall be laced around the pipe to form a neatly fabricated encasement
that will not allow gabion stones to drop out. Gabion rock shall be hand
placed around the pipe to prevent damage to the pipe.
(3) No separate payment shall be made for Pipe Joint Repair. Pipe Joint Repair
shall be subsidiary to Bid Item No. 3 - Wire Mesh Gabions.. Compensation
for all material,. labor and other incidental expenses incurred in completion of
this item shall be included in payment for Bid Item No. 3, Wire Mesh
Gabions..
USDA-NRCS (405-2) Pipe Joint Repair
NC-EWP July 2001
1
w
1. SCOPE
2.
CONSTRUCTION SPECIFICATION
406. SEEDING AND MULCHING
The work shall consist of preparing the area for treatment, furnishing and placing seed,
mulch, fertilizer, inoculate, lime and other soil amendments, and anchoring mulch in
designated areas as specified.
MATERIALS
The percent purity and germination or pure live seed shall be no less than shown below.
The quality of all seed must meet the requirements of the North Carolina Seed Law.
Total Minimum
% Germination
Minimum (Including
% Puri Hard Seed) %PLS
Grasses
-Tall Fescue 98 85 83.3
Switchgrass 70 50 60.0
Pensacola Bahiagrass 80 70 56.0
Annuals
Oats 98 85 83.3
Millet 98 85 83.3
Rye Grain 98 85 83.3
1/ % PLS - Pure live seed, represents a value obtained by multiplying the percent of
purity by the percent germination and dividing by 100.
All seed will be subject to testing by an authorized representative of the North Carolina
Department of Agriculture.
Seed shall not contain more than 5% of other crop seed.
Seed bag tags shall be furnished as certification that the seed meets the quality
requirements. If the seed is tested in a commercial laboratory, the original copy of the
test report shall be furnished. No seed will be accepted with a test data of more than nine
(9) months prior to the delivery date to the site. Each type of seed shall.be delivered in
separate sealed containers and fully tagged unless an exception is granted in writing by
the Contracting Officer.
NRCS-NC 406-1 Rev. 1/01
1
During handling and storing, the seed shall be cared for in such a manner that it will be
protected from damage by heat, moisture, rodents, or other damaging factors.
The quality of all fertilizer shall comply with the requirements of the North Carolina
Fertilizer Law and with the rules and regulations adopted by the North Carolina Board of
Agriculture in accordance with the provisions of said law, in effect at the time of
sampling. The fertilizer must be the kind stated and must contain at least the percent of
available nitrogen, phosphoric acid and available potash as shown in the grade analysis
and/or invoice. All fertilizer will be subject to sampling and testing by an authorized
representative of the North Carolina Department of Agriculture.
Dry fertilizer shall have been manufactured from cured stock. During handling and
storing, the fertilizer shall be cared for in such a manner that it will be protected against
hardening, calving, or loss of plant food values. Any hardened or caked fertilizer shall be
replaced or pulverized to its original condition before being used.
Limestone shall be agricultural grade ground dolomitic. It shall contain not less than 85
percent of the combined calcium and magnesium carbonates.
The limestone shall be so graded that 100 percent will pass through U.S. Standard 10-
mesh screen, 40 percent will pass through U.S. Standard 100-mesh screen, or other
subsequent grading requirements, rules, and regulations of the North Carolina Lime Law,
adopted by the North Carolina Board of Agriculture, in effect at the time of sampling.
All limestone shall be subject to sampling and testing by an authorized representative of
the North Carolina Department of Agriculture.
During handling and storing, the limestone shall be cared for in such a manner that it will
be protected against hardening or caking. Any hardened or caked limestone shall be
replaced or pulverized to its original condition before being used.
Grain straw mulch shall contain no more than a minimum of grain or foreign seed and be
free from an excessive amount of restricted noxious weeds as defined by the North
Carolina Board of Agriculture at the time of use of the mulch. Also, there shall be
compliance with all applicable state and federal domestic plant quarantines. The mulch
material shall be air dry, threshed, free of clumps, and reasonably light in color. It shall
not be musty, moldy, caked, or otherwise of low quality. The use of mulch that contains
noxious weeds will not be permitted. It must be air dry, threshed, and free of clumps.
Mulch shall be properly stacked to facilitate handling and checking and covered to
prevent damage during inclement weather prior to application.
3. SEEDBED PREPARATION AND TREATMENT
Areas to be treated. shall be dressed to a. smooth, firm surface. On sites where equipment
can operate on slopes safely, the seedbed shall be adequately loosened (4 to 6 inches
deep) and smoothed. Disking or disking and cultipacking may be necessary to properly
NRCS-NC 406-2 Rev. 1/01
prepare a seedbed depending on soil and moisture conditions. On sites where equipment
cannot operate safely, the seedbed shall be prepared by hand methods by scarifying to
provide a roughened soil surface so that broadcast seed will remain in place.
If seeding is to be accomplished immediately following construction operations, seedbed
preparation may not be required except on compacted, polished, or on freshly cut soil
surfaces.
Rocks larger than six (6) inches in diameter, trash, weeds, and other debris that will
interfere with seeding or maintenance operations shall be removed or disposed of as
specified in Section 6.
Seedbed preparation shall be discontinued when soil moisture conditions are not suitable
for the preparation of a satisfactory seedbed as determined by the Engineer.
4. SEEDING, FERTILIZING, MULCHING, AND STABILIZING
Seeding - All seeding or sprigging operations shall be performed in such a manner that
the seed are applied in the specified quantities uniformly on the designated areas. Unless
otherwise specified, seeding shall be accomplished within two (2) days after final grading
is completed and approved.
- (1) The work shall consist of applying lime and fertilizer, preparing a seedbed and
seeding to establish permanent vegetation on all disturbed areas. These areas
shall be seeded after all shaping and grading is completed and no further
construction operations that would disturb the seeded area are anticipated.
(2) Seedbed preparation shall consist of shaping all areas so that each area has
. positive drainage.
(3) For all areas the work shall be performed in the following sequence:
(a) Initial seedbed preparation.
(b) Uniformly apply limestone and fertilizer. Apply two (2) tons of dolomitic
limestone, one thousand (1,000) pounds of 10-10-10 fertilizer and three
hundred (300) pounds of superphosphate per acre.
(c) Mix fertilizer and lime into the soil by disking or other method approved
by the Engineer. Complete seedbed preparation by smoothing with
appropriate equipment approved by the Engineer.
(d) Seed the plants as specified. A cyclone seeder, drill or.cultipacker seeder
shall be used to apply seed evenly on freshly prepared seedbed. When
seed are broadcast, a cultipacker or other appropriate equipment shall be
used immediately following seeding.
NRCS-NC 406-3 Rev. 1/01
I
(4) Seeding shall be in accordance with the following table and seeding mixtures and
rates per acre will be governed by the approved dates.
Approved Date Lbs./Ac. Seed Mixture
September 1
to June 15 10 Switchgrass
When seeding is to be performed in the time periods listed below, add the seed
and quantity shown to the mixture above:
February 1 30 Annual Rye Grain
to March 31 30 Oats
April 1 30 Browntop Millet
to August 31
Mulching - Mulches shall be applied uniformly to the designated areas, and shall be
applied to areas seeded not later than two (2) working days after seeding has been
performed. Straw mulch material shall be stabilized within.twenty-four (24) hours of
-application by the use of a mulch crimper or equivalent anchoring tool.
(1) The work shall consist of applying three thousand (3,000) pounds per acre of straw
mulch on any or all of the following areas as directed by the Engineer:
(a) Selected disturbed and bare areas when an immediate ground cover is
desirable for minimizing erosion during construction operations.
(b) Graded and bare areas where construction operations are temporarily
suspended. No area of more than one-half contiguous acre in size is to be
left unprotected more than 30 calendar days except areas on which work is
being continuously performed.
(c) Finished and completed areas where a delay in seeding to establish
permanent vegetation is desirable due to weather or seeding conditions.
(d) All areas seeded to permanent vegetation.
(2) The materials shall conform to the requirements of this specification. Delivery
tickets showing quantity and quality of materials shall be furnished the Engineer
prior to using materials.
(3) Mulch materials shall be applied to the land surface in a reasonable uniform
thickness. It is essential to have uniform distribution of the mulch. Ties from
baledmulch:materials shall be removed from the site.
NRCS-NC 406-4 Rev. 1/01
(4) Mulch shall be secured to the surface by one of the following methods:
(a) Mulch shall be secured by using a mulch-anchoring tool to press the
mulch into the soil. Pressing plates or blades shall be one-fourth inch
thick and spaced no more than 8 inches apart. Mulch shall be pressed into
the top 2 to 3 inches of the surface without cutting or chopping the mulch.
On compact areas where mulch is to be applied for interim ground
protection preceding seedbed preparation, scarification of the soil surface
prior to mulch application may be necessary to get a minimum of two
inches penetration of the anchoring tool blades.
A weighed vehicle shall be used at the top of slopes 3 to 1 or steeper and
on other areas designated by the Engineer to hold equipment on the
surface during anchoring operations if necessary to prevent roughing up
the surface or seedbed. Equipment operations shall be on the approximate
contour. On sites where equipment cannot safely operate to perform the
work required, hand methods shall be used.
(b) Secure mulch on small areas by other methods as approved by the
Engineer.
5. MEASUREMENT AND PAYMENT
Payment for Vegetation, permanent will be made at the contract unit price. Each area
treated will be measured and the area calculated to the nearest 0.1 acre. Such payment
will constitute full compensation for all labor, equipment, materials, tools, and other
items necessary and incidental to the completion of the work.
Payment for Mulching will be made at the contract unit price. Each area treated will be
measured and the area calculated to the nearest 0.1 acre. Such payment will constitute
full compensation for all labor, equipment, materials, tools, and other items necessary and
incidental to the completion of the work.
NRCS-NC 406-5 Rev. 1/01
- 6. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Bid Item No. 5, Vegetation, Permanent
(1) Thisjtem shall consist of providing materials, equipment and labor for seeding all
areas disturbed by stream restoration activities at the Pineview Cemetery in Rocky
Mount, North Carolina.
(2) Seedbed preparation and seeding shall not be performed within two (2) horizontal
feet of the low flow channel or inside the rock cross vanes.
(3) Approximately three-quarters (.75) of an acre of seeding will be required.
(4) All rocks and stones removed during seedbed preparation shall be placed at the edge
of the low flow channel. Rocks and stones greater that eight (8) inches in diameter
-- ,- -,- --- shall be buried or pressed into the ground flush with the surface near the edge of the
low flow channel.
(5) All packaging and binding materials associated with the seed, limestone, fertilizer or
other materials shall be retained, collected and removed from the site. No waste
materials or debris are to be buried or burned on the site.
(6) Payment shall be at the contract unit bid price for Permanent Vegetation in
accordance with Section 5. above.
b. Bid Item No. 6, Mulching
(1) This item shall consist of providing materials, equipment and labor for mulching and
anchoring mulch on all areas disturbed by stream restoration activities at the Pineview
Cemetery in Rocky Mount, North Carolina.
(2) Approximately three-quarters (.75) of an acre of mulching will be required.
(3) Mulching shall not be performed within two (2) horizontal feet of the low flow
channel or inside the rock cross vanes.
(4) All mulch..shall be anchored using a mulch netting that meets the requirement of
Material Specification 479 - Mulch Netting or Jute Blanket that meets the
NRCS-NC 406-6 Rev. 1/01
i
requirement of Material Specification 478 - Mulch. The Jute Blanket shall be applied
on all mulched areas between the waterline in the stream and two (2) feet horizontally
above the bankfull elevation. Jute Blanket shall be installed in accordance with
construction Specification 444 - Jute Blanket. Mulch netting shall be applied on all
mulched areas not covered by Jute Blanket.
(5) All packaging and binding materials associated with the mulching operation shall be
retained, collected and removed from the site. No waste materials or debris are to be
buried or burned on the site.
(6) Payment shall be at the contract unit bid price for Mulching in accordance with
Section 5. above.
NRCS-NC 406-7 Rev. 1/01

CONSTRUCTION SPECIFICATION
444. JUTE BLANKET
1. SCOPE
This work shall consist of furnishing, placing, and securing jute blanket in the
designated areas.
2. LOCATION
The area to be treated shall be as specified in Construction Specification 406 -
Seeding, Bid Item No. 6, Mulching.
3. MATERIALS
The materials shall conform to the requirements of Materials Specification 478.
4. PLACING JUTE BLANKET
A. The jute blanket shall be placed immediately following mulching
operations. The earth surface shall be smooth and free from stones, clods,
or debris which will prevent the contact of the jute blanket with the mulch.
Jute blanket shall be draped smoothly but loosely over ground surface
without stretching.
B. In waterways, the jute blanket shall be unrolled in the direction of the flow
of water. On slopes greater than 3:1, jute blanket shall be applied
vertically. On stream channel banks, the jute blanket shall be applied
horizontally and shall be unrolled in the direction of the flow of water.
C. Bury the up-channel end of each roll in a trench six inches deep. When
joining two rolls, the up-channel end of new roll shall be placed in trench
six inches deep and the down-channel end of installed roll shall be placed
over the trench in shingle fashion. Overlap shall be 12 inches. The
terminal end shall be turned under six inches and stapled on 12-inch
centers.
D. When. two or more lengths of jute blanket are required to be installed side-
by-side to cover an area, they shall overlap four inches. Blanket lengths
installed end-to-end shall overlap four inches with the up-grade section on
top of the lower-grade section.
USDA-MRCS 444-1 Pineview Cemetery
NC-EWP July 2001
E. Each length of jute blanket (48" width) shall be stapled in three rows, i.e.
each edge, and the center. Staples shall be driven vertically into the
ground placed on 3-foot centers in the row. Staples shall also be placed
across the ends spaced on 12-inch centers.
F. Staples shall be machine-made of No. 11 gauge or larger new steel wire
formed into a "U" shape. The size when formed shall not be less than six
inches in length with a throat of not less than one inch in width. The
engineer may require adjustments in the minimum size and gauge of
staples used to fit individual soil conditions.
G. No straw mulch will cover the jute blanket except at the edges.
5. MEASUREMENT AND PAYMENT
This item is subsidiary to Bid Item No. 6, Mulching. Payment for Bid Item No. 6
shall be considered full compensation for all labor, equipment, materials, tools,
and all other items necessary and incidental to the completion of work.
USDA-NRCS 444-2 Pineview Cemetery
NC-EWP July 2001
CONSTRUCTION SPECIFICATION - 461
ROCK CROSS VANE
1. SCOPE
This specification covers the installation of Rock Cross Vanes at locations as shown on the
construction plans and as directed by the engineer.
2. DEFINITIONS
ROCK CROSS VANE - An instream structure constructed by placing angular rock in a shape
that approximates a flattened "V". The vertex of the "V" is flattened and lies
flush with the deepest point in the streambed while the vertical arms of the "V"
extend on a slope to intersect the streambank at the bankfull elevation.. If this
structure is used for grade control, the existing streambed elevation may be
increased by no more than 10 percent of the maximum bankfull depth, unless a
greater increase is provided for in the approved design. (See fig. 1)
VERTEX- The most upstream portion of the rock cross vane where the two sloping side
arms of the structure converge. The vertex is constructed of rock with its
surface at streambed level. The vertex shall not exceed one-third of the width of
the bankfull stream width. The bank angle and the slope of the surface rocks
determine the actual width of the vertex.
BANK ANGLE - The angle, in degrees, at which the side arms of the rock cross vane depart
from the streambank toward the vertex in the middle of the stream. This angle
is usually between 20 and 30 degrees.
SLOPE (of the Surface Rocks) - The slope in percent of the rock surface of the completed rock
cross vane arms. The two arms of the rock cross vane slope upstream and
downward from the bankfull elevation along the streambank to the vertex at the
bottom of the streambed in the center of the stream. This slope is generally
between 5 and 7 percent.
FOOTER ROCKS - The foundation stones of the Rock Cross Vane. The footer rocks are large
stones that are placed below and just downstream of the surface stones in the
rock cross vane. They are positioned deep enough in the streambed to prevent
them from being undermined by scour from stream flow events at the bankfull
level and greater. They are generally placed well below the streambed and are
placed to provide support for the surface rocks.
SURFACE ROCKS - The rocks which comprise the surface of the rock cross vane. These
stones extend from the bankfull elevation on either side of the streambank to the
USDA-NRCS 461-1 Rock Cross Vane
NC-EVJP July 2001
vertex of the rock cross vane. The downward gradient of the surface rocks in
the upstream direction determines the slope of the rock cross vane.
STREAMBANK - The natural or constructed soil, rock or other material which comprises the
horizontal boundary of the streamflow for the various levels of flow in the
stream. Natural streams in good condition normally have established perennial
shrubs and trees on the streambank above the bankfull level
STREAMBED - The natural or constructed soil, rock or other material which comprises the
lower vertical boundary of the stream. Natural streams in good condition have
streambeds of soil or stone that are constantly changing under the dynamics of
stream flow.
BANKFULL - The stream flow level at which the stream channel is formed and maintained.
The term "bankfull" should not be confused with "the top of the bank". For
most streams which have departed from the optimum natural condition the
"bankfull" level is at some point below the conventional "top of bank". Persons
who have received training in Natural Stream Channel evaluation shall identify
the bankfull elevation.
THALWEG - The deepest part of the channel where the highest channel velocities occur.
ENGINEER - The USDA-NRCS and/or SWCD person(s) who are assigned to provide
construction inspection on the job and who have appropriate construction
approval authority for Practice Standard 580, Streambank and Shoreline
Protection for the specific size and type of structure.
3. EQUIPMENT
• A hydraulic excavator (trackhoe) with a hydraulic "thumb" is highly recommended for use in
handling and installing the rocks
• All required safety equipment shall be available during construction. Safety equipment
includes but is not limited to hard hats, gloves, and eye and hearing protection.
4. SUPERVISION
The engineer must be on-site to supervise and inspect each operation as it is performed. No
work, which is covered by this specification, shall be performed in the absence of the engineer
except as approved by the engineer. The work shall be conducted as directed by the engineer.
The engineer shall be notified a minimum of 24 hours before installation is performed.
USDA-NRCS 461-2 Rock Cross Vane
NC-EWP July 2001
5. INSTALLATION
• The engineer shall place markers in the streambed to establish the location of the most
upstream rocks in the vertex of the structure. The location of these markers shall be based on
the planned angle from bankfull and the planned slope of the structure. These marker will
provide a visual reference for installation of the arms of the structure at the proper angle and
on the proper grade.
• Holes for footer rocks shall be excavated in the streambed at the location, elevation and
orientation as directed by the engineer.
• Footer rocks of the size and shape as directed by the engineer shall be installed in the hole.
Multiple footer rocks may be required, at the discretion of the engineer or as provided for in
the approved plan.
• Surface rocks of the size and shape as directed by the engineer shall be installed on top of the
footer rocks.
• Streambed material will be removed as directed by the engineer if it is required to move the
thalweg of the stream to the point of the structure.
• Streambed material shall be placed on the upstream side of the structure near the bank.
6. FIGURES
Figures included in this specification illustrate the placement and orientation of the instream rock
- - structures included in the plan. Figures are as follows:
Figure 1 - Rock Cross Vane
Photograph of newly constructed Rock Cross Vane
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Bid Item No. 4 - Rock Cross Vane
(1) This item shall consist of the construction of five (5) rock cross vane structures at the
Pineview Cemetery site on a un-named tributary to Cowlick Branch in the City of Rocky
Mount in Edgecombe County at the locations as shown on the construction drawings and
as directed by the Engineer.
(2) Details of four (4) of the rock cross vanes are shown on the Plan/Profile Sheets in the
drawings. These details show the location and elevation of the vertex of each of the four
rock cross vanes. The fifth rock cross vane is to be constructed. downstream of the
second culvert road crossing as shown. on the Plan View in the drawings at approximate
Station 0-60. Details for the fifth and most downstream rock cross vane are not shown.
It shall be identical in size. and shape as the upstream rock cross vanes with its vertex
USDA-MRCS
NC-EWP
461-3 Rock Cross Vane
July 2001
flush with the natural bottom of the streambed. It shall be constructed only after the other
rock cross vanes are completed.
(3) Stone used in the construction of rock cross vane structures shall meet the requirements
of Material Specification 523 - Rock for Riprap. Stones shall weigh a minimum of 250
pounds with no stone over 1000 pounds. Stone shall be a minimum of 12 inches thick
across the narrowest axis and no more that 48 inches along the longest axis.
Approximately 150 stones in this size range will be required in the construction of each
rock cross vane.
(4) Footer rocks shall be placed below all surface rocks and shall extend a minimum of 18
inches below the grade lines for the completed streambed and streambank as shown on
the profiles in the drawings. Footer rocks shall be positioned in a manner so as to provide
support for the surface rocks and to lock the surface rocks in place against movement in
the downstream direction.
(5) The angle of departure of the side arms of the rock cross vane from the bankfull
streambank shall be 20 degrees.
(6) The slope of the completed rock cross vane surface rocks shall be 8 percent from its
intersection with the bankfull streambank to its vertex in the streambed upstream.
(7) The vertex of the cross vane shall be approximately 4.6 feet wide and centered in the
middle of the streambed. Surface rocks in the vertex shall be flush with the surface of
the streambed at the elevations as shown on the profiles in the drawings.
(8) A rock sill shall be constructed at the downstream end of the rock cross vane at the point
where it intersects the bankfull elevation on the streambank. The rock sill shall be an
extension of the rock cross vane and shall extend into the streambank at right angles to
the stream flow. The rock sill shall extent a minimum of five (5) feet into the streambank
from the end of the rock cross vane and shall be constructed of the same rock and in the
same manner as the main body of the rock cross vane. The sill will not be necessary on
the right side of the stream where the rock cross vane intersects with the existing rock
headwall and the planned wire mesh gabion structure.
(9) All excess or unusable stone associated with installation of these structures shall be
removed from the site and disposed of at an approved location or buried below the
bankfull elevation in the streambed under the supervision of the Engineer.
(10) Equipment shall be operated from the streambank whenever possible. Equipment
that appears to be leaking fluids shall be removed to a safe site away from the stream
corridor until it is repaired and confirmed that no leaks exist.
(11) Payment will be made at the contract unit bid price for each rock cross vane
constructed according to this specification. Payment at the contract unit bid price for
each structure will constitute full compensation for all materials, equipment, tools and
labor necessary for the completion of the work.
USDA-MRCS 461-4 Rock Cross Vane
NC-EWP July 2001

b. Subsidiary Items
Items that are subsidiary to Rock Cross Vane are as follows:
(1) Construction Specification 21 - Excavation
Bank
Angle
20 degrees
_ Slope
8 percent
Rock
?', --
Sill
--- - --------
Cross Vane
Cross Section
Cross Vane
Plan View
Figure 1
(after Rosgen)
USDA-MRCS 461-5 Rock Cross Vane
NC-EWP July 2001
s
USDA-NRCS
NC-EWP
t
i
i
fy1 ''. k r

461-6
c?3
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Rock Cross Vane
July 2001
CONSTRUCTION SPECIFICATION - 482
NATURAL CHANNEL AND STREAMBANK RESTORATION
1. SCOPE OF WORK
This work shall consist of grading, excavation and filling to restore the stream channel to a natural
pattern, dimension and profile in accordance with the profiles and cross sections in the plan drawings.
2. MANNER OF CONSTRUCTION
Excavation will be done in a manner which will minimize sedimentation in the stream channel.
When possible, the excavated material will be pulled to the streambank for loading.
Disposal of excess spoil and other construction waste and debris shall be in accordance with any
applicable state and/or local regulation, law or ordinance. Disposal shall be in locations and in the
manner specified in section 7 of this specification. Burning or burying of materials on-site shall not
be permitted except as specifically provided in section 7 of this specification.
3. EQUIPMENT OPERATOR PERFORMANCE
Equipment operators shall be experienced and competent in the use of the equipment to which they
are assigned. They shall be expected to demonstrate a level of proficiency with the equipment that
enables them to be productive in all aspects of the restoration work. Operators who are not familiar
with natural stream restoration structures may have initial difficulty in developing efficient
construction technique for these structures. Close consultation with construction inspectors and the
engineer may be necessary during initial construction for operators to develop an understanding of
these structures.
4. ENVIRONMENTAL CONSIDERATIONS
Earth moving equipment will cross and operate in the stream flow only when necessary and only
when directed to do so by the construction inspector. Equipment shall be maintained to prevent fuel,
oil and lubricant spills in the vicinity of the stream. Refueling, repairs and lubrication will be
performed at safe distances from the stream and only at locations approved by the construction
inspector. Should fuel leaks, oil leakage or hydraulic pipe rupture occur during construction; the
operators will immediately remove the equipment to a "safe" area well away from the stream and
proceed with repairs. Construction inspectors will direct operators to remove equipment from the
stream whenever a leak is observed or suspected.
5. SAFETY CONSIDERATIONS
At work sites, where equipment will be operating on public roads, flagmen shall be stationed to warn
oncoming traffic of congestion, construction road signs shall be in place and a means of removing
sediment, mud or rocks from roadways shall be established. Residue deposited on roadways may be
removed by sweep machine, manual sweeping methods or pressurized water. The contractor will be
responsible for the implementation of these measures.
USDA-NRCS (482-1) Natural Stream Restoration
NC-EWP June 2001
6. METHOD OF PAYMENT
Measurement and payment for Natural Stream Restoration is lump sum for the item(s) described.
Such payment shall be considered full compensation for all labor, equipment, tools, materials, and
other items necessary and incidental to the completion of the work.
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details
therefor are:
a. Bid Item No. 2 - Natural Stream Restoration
(1) This-work shall consist of the restoration of the naturaTchannel alignment and associated
grading of the streambank perimeter on a section of an un-named tributary to Cowlick
Branch at the Pineview Cemetery in the City of Rocky Mount in the location shown on the
Site Location Map and to the lines and grades as shown in the drawings.
(2) The contractor shall coordinate construction activities with the Pineview Cemetery
Supervisor to minimize conflict with funeral activities. Construction crewmembers are
expected to conduct themselves and operate their equipment in a manner that shows courtesy
and respect for those who visit within the cemetery or are involved in funerals during the
period of construction activity.
(3) Construction shall be to the neat lines and grades shown in the construction drawings.
Cross-section details are provided in the drawings to show the finished grades of the channel
at representative sections of the stream channel. Cross-section stations are measured from
the invert inlet of the six-foot CMP culvert under the lower road crossing as shown on the
Plan View of the drawings. Stations begin at 0+00 at this culvert and increase upstream in
straight lines between consecutive cross-sections measured to the center (thalweg) of the
channel at each cross-section.
(4) The low flow area of the existing channel shall not be disturbed except in locations as
specified in the drawings. The natural curvature and alignment of the low flow channel and
the adjacent vegetation shall be preserved in areas where no excavation or filling is specified.
(5) All finished grading shall be within ±0.2 feet of the grades shown in the drawings.
Horizontal channel alignment shall be within ±1.0 feet of the alignment shown in the
drawings. Where it is necessary to modify the low flow channel, it shall be reconstructed to
a wide of ±3.0 inches of the width of the original low flow channel. In previously excavated
reaches where no low flow channel exists, construct a low flow channel 24 inches wide and a
minimum of 9 inches deep. The constructed low flow channel shall be constructed on a
gentle curve within the bankfull channel and shall end at and coincide with the location of
the vertex of the rock cross vanes.
(6) Fine grading at the perimeter of the work area shall be completed in a manner that prevents
concentrations of surface runoff from flowing across newly disturbed areas. A low berm
shall be constructed between the most upstream two rock cross vanes as shown on the Plan
View in the drawings. This berm will direct surface runoff to the two rock'riprap outlets at
USDA-NRCS (482-2) Natural Stream Restoration
NC-EWP June 2001
the lower end of the two rock cross vanes. Similar grading shall be performed in the area of
the most downstream Rock Riprap Outlet just below the second culvert road crossing.
Grading in this area shall be performed in a manner-that directs all surface water in the area
to the left of the stream into the Rock Riprap Outlet.
(7) Excess spoil shall be disposed of off-site at a location provided by the contractor or at the site
stipulated within the Special Provisions of the contract.
(8) All construction debris including materials packaging, oil and grease containers, and other
consumer waste products shall be gathered up and properly disposed of on a daily basis. No
burning or burying of waste on-site shall be permitted.
(9) Measurement and method of payment shall be as discussed in paragraph 6 of this
specification.
b. Subsidiary Items
Items that are subsidiary to Natural Channel Restoration are as follows:
(1) Construction Specification 21- Excavation
USDA-NRCS (482-3) Natural Stream Restoration
NC-EWP June 2001
MATERIAL SPECIFICATIONS
479. MULCH NETTING
1. SCOPE -
This specification covers the quality of mulch netting used to hold
mulch in place for erosion control and for protection of seeded
areas.
2. QUALITY
The mulch netting shall be 45 inches or more in width. It shall
be of a tightly twisted cotton, paper, plastic or other similar
approved non-metallic fabric having a minimum mesh size of 1/2-inch
by 1/2-inch and a maximum size of 1-1/2 inch by 1-1/2 inch.
Paper and cotton yarns must be treated for mildew resistance.
SCS-N.C. (479-1) 6/84
l
°MATERIAL SPECIFICATION
478. MULCH
1. SCOPE
This. specificat`ion.covers the quality of mulch used for erosion
...control and for protection of seeded areas.
2. QUALITY
Quality of the mulch will conform to the specifications as follows:
a. Grain Straw and Tame Hay - Mulches shall contain no more than a
minimum of grain or foreign seed and bg free from an excessive
amount of ryegrass and restricted noxious weeds as defined by
the North Carolina Board of Agriculture at the time of use of
the mulch; also, there shall be compliance with all applicable
state and federal domestic plant quarantines. Mulch must not be
rotted, molded, or otherwise damaged. It must be air dry,
threshed, and free of clumps. Straw or hay mulch cut with a
rotary type cutter will not be acceptable.
b. Wood Cellulose Fiber - Air dry, nontoxic, and containing no
growth inhibiting factors, for use with hydraulic seeding
equipment.
c. Jute Blanket - Shall be of a uniform open plain weave of single
jute yarn, 48" in width plus or minus 1". The yarn shall be of
a loosely twisted construction and shall not vary in thickness
by more then one-half its normal diameter. There shall be 78
warp ends, plus or minus 2, per width of the mating; 41 weft
ends, plus or minus 1, per linear yard; and the weight shall
average 1.22 pounds per linear yard of the mating with a
tolerance of plus or minus 5 per cent.
d. Excelsior Blanket - Excelsior blanket shall be a machine
produced mat or blanket or curled wood excelsior with at least
75 per cent of the fibers having a minimum length of 8". It
shall be 36" or 48" in width, plus or minus 1"; have minimum
thickness of V ; and weight shall average 0.80 pounds per square
yard of mating with a tolerance of plus of minus 5 per cent.
The excelsior mating shall be covered on the top side with a
woven fabric consisting of either twisted paper cord, cotton
cord, or plastic cord having a minimum mesh size of 1" x 1", and
a maximum mesh size of 1Y" x 3".
SCS-NC (478-1) 4/84

e. Erosion Control Fabric - Shall,be a knitted construction
polypropyl yarn with uniform mesh interwoven with paper. The
uniform mesh shall be a minimum of 3/8" and a maximum of 3/4".
The yarn shall be photodegradable in a maximum of 6 months but
shall not be photo degradable the first 3 months after
installation. The paper shall be biodegradable in 45 days but
shall not be biodegradable the first 21 days after installation.
The erosion control fabric shall weigh approximately .2 pounds
per square yard and must not vary more than + 1/.2 ounce per
square yard. It shall be 60", 120" or 180" wide and contain a
minimum of 200 square yards per roll. It shall be packaged in
bags that provide protection from sun, wind, and water €or a
minimum of 90 days in outside storage.
3. HANDLING AND STORAGE
Mulch shall be properly stacked to facilitate handling and checking
and.covered to prevent damage during inclement weather prior to
application.
SCS-NC
(478-2)
4/84

MATERIAL SPECIFICATION
523. ROCK FOR RIPRAP
1. SCOPE
This specification covers the quality of rock to be used
in the construction of rock riprap.
2. OUALITY
Individual rock fragments shall be dense, sound and free
from cracks, seams and other def ects conducive to
accelerated weathering. Except as otherwise specified,
the rock fragments shall be angular to subrounded in
shape. The least dimension of an individual rock
fragment shall be not less than one-third the greatest
dimension of the fragment.
Except as otherwise provided, the rock shall be tested
and shall have the following properties:
a. Rock Type 1
1. Bulk Specific Gravity (saturated surface-dry
basis) . Not less than 2.5 when tested in
accordance with ASTM C 127 on samples
prepared as described for soundness testing.
2. Absorption . Not more than 2 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3. Soundness . The weight loss in five (5) cycles
shall not be more than ten (10) percent when
sodium sulfate is used or more than fifteen
(15) percent when magnesium sulfate is used.
b. Rock Type 2
1. Bulk Specific Gravity (saturated surface-d
basis) . Not less that 2.5 when tested in
accordance with ASTM C 127 on samples prepared
as described for soundness testing.
2. Absorption Not more than 2 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3. Soundness . The weight loss in five (5) cycles
shall be not more than Twenty (20) percent when
sodium sulfate is used or more than twenty-five
(25) percent when magnesium sulfate is used.
NRCS 523-1 1/97
. J
C. Rock Type 3
1. Bulk Specific Gravity (saturated surface-dry
basis). Not less than 2.3 when tested in
-
accordance with ASTM C 127 on samples
prepared as described for soundness testing.
2. Absorption . Not more than 4 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
'3.. Soundness The weight loss in five (5) cycles
shall be not less than twenty (20) percent when
sodium sulfate is used or more than twenty-five
(25) percent when magnesium sulfate is used.
METHODS OF SOUNDNESS TESTING

a. Rock Cube Soundness . The sodium or magnesium
sulfate soundness test for all rock Types (1, 2, or
3) shall be performed on a test sample of 5000 ± 300
grams of rock fragments, reasonably uniform is size
and cubical in shape and weighing, after sampling,
approximately 100 grams each. They shall be
obtained from rock samples that are representative
of the total rock mass, as noted in ASTM D 4992, and
that have been sawed into slabs as described in ASTM
D 5121. The samples shall further be reduced in
size by sawing the slabs into cubical blocks. The
thickness of the slabs and the size of the sawed
fragments shall be determined by the size of the
available test apparatus and as necessary to
provide, after sawing, the approximate 100 gram
samples.
Due to internal defects, some of the cubes may break
during the sawing process or during the initial
soaking period. Do not test any of t he cubes that
break during thi s preparatory process. Such
breakage, including an approximation of the
percentage of cubes that break, shall be noted in
the test report.
After the sample has been dried, following
completion of the final test cycle and washed to
remove the sodium sulfate or magnesium sulfate, the
loss of weight shall be determined by subtracting
from the original weight of the sample the final
weight of all fragments which have not broken into
three or more fragments.
The test report shall show the perce ntage loss of
the weight and the results of the qualitative
.examination.
NRCS 523-2 1/97
b. Rock Slab Soundness When specified, the rock shall
also be tested in accordance with ASTM D 5240.
1. For projects located north of the Number 20
Freeze-Thaw Severity Index Isoline (Map below
approximates the map located in ASTM D 5312):
Unless otherwise specified, the average percent
weight loss for Rock Type 1 shall not exceed
20 percent when sodium sulfate is used or 25
percent when magnesium sulfate is used, and for
Rock Types 2 and 3, the average percent weight
loss shall not exceed 25 percent for sodium
sulfate soundness or 30 percent for magnesium
sulfate soundness.
2. For projects located south of the Number 20
Freeze-Thaw Severity Index Isoline, unless
otherwise specified, the average percent weight
loss for Rock Type 1 shall not exceed 30
percent when sodium sulfate is used or 38
percent when magnesium sulfate is used, and for
Rock Types 2 and 3, the average percent weight
loss shall not exceed 38 percent for sodium
sulfate soundness or 45 percent for magnesium
sulfate soundness.
Map of the Conterminous United States
Showing the Number 20
Freeze-Thaw Severity Index Isoline
Adapted from ASTM D 5312
4. FIELD DURABILITY INSPECTION
NRCS 523-3 1/97

Rock that fails to meet the material requirements stated
above in a, b, or c (if specified), may be accepted only
if similar rock from the same source has been
demonstrated to be s ound after five (5) years or more of
service under conditions of weather, wetting and drying,
and erosive forces similar to those anticipated for the
rock to be installed under this specification.
A rock source may be rejected if the rock from that
source deteriorates in three (3) to five (5) years under
similar use and exposure conditions expected for the rock
to be installed under this specification, even though it
meets the testing requirements stated above.
Deterioration is defined as the 1 oss of more than one-
quarter (1/4) of the original rock volume,-or severe
cracking that would cause a block to split. Measurements
of deterioration are taken from linear or surface area
particle counts to determine the percentage of
deteriorated blocks. Deterioration of more than 25
percent of the blocks shall be cause for rejection of
rock from the source.
5. GRADING
The rock shall conform to the specified grading limits
after it has been placed within the matrix of the rock
riprap. '
NRCS
523-4
1/97
R
MATERIAL SPECIFICATION
592. GEOTEXTILE
1. SCOPE
This specification covers the quality of geotextiles.
2. GENERAL REQUIREMENTS
Fibers (threads and yarns) used in the manufacture of
geotextile shall consist of synthetic polymers composed
of a,.:minimum of 85 percent by weight polypropylenes,
polyesters, polyamides, polyethylene, polyolefins, or
polyvinylidene-chlorides. They shall be formed into a
stable network of filaments or yarns retaining
dimensional stability relative to each other. The
geotextile shall be free of defects and conform to the
physical requirements contained in Tables 1 and 2. The
geotextile shall be free of any chemical treatment or
coating that significantly reduces its porosity. Fibers
shall contain stabilizers and/or inhibitors to enhance
resistance to ultraviolet light.
Thread used for factory or field sewing shall be of
contrasting color to the fabric and made of high strength
polypropylene, polyester, or polyamide thread. Thread
shall be as resistant to ultraviolet light as the
geotextile being sewn.
3. CLASSIFICATION
Geotextiles shall be
to place the threads
geotextiles will be
below:
a. Woven. Fabrics
interweaving of
directions.
classified based on the method used
or yarns forming the fabric. The
grouped into the types described
formed by the uniform and regular
the threads or yarns in two
Woven fabrics shall be manufactured from
monofilament yarn formed into a uniform pattern with
distinct and measurable openings, retaining their
position relative to each other. The edges of
fabric shall be selvedged or otherwise finished to
prevent the outer yarn from unraveling.
b. Non-woven. Fabrics formed by a random placement of
threads in a mat and bonded by heat-bonding, resin-
bonding, or needle punching.
NRCS-NEH-20 592-1 10/98
t
_y Non-woven fabrics shall be manufactured from
individual fibers formed into a random pattern with
distinct but variable small openings, retaining
their position relative to each other when bonded by
needle punching, heat, or resin bonding. The use of
non-wovens, other than the needle punched
geotextiles, is somewhat restricted (see Note 3 of
Table 2).
4. SAMPLING AND TESTING
The geotextile shall meet the specified requirements
(Table-1 or 2) for the product style shown on the label.
Product properties as listed in the lastest edition of
the "Specifiers Guide", Geotechnical Fabrics Report,
ADDRESS: Industrial Fabrics Association International,
1801 County Road BW, Roseville, MN 55113-4061; and that
represents minimum average roll .values,''will be
acceptable documentation that the product style meets the
requirements of these specifications.
For products that do not appear in the above directory,
or do not have minimum average roll values listed,
typical test data from the identified production run of
the geotextile will be required for each of the specified
tests (Table 1 or 2) as covered under clause AGAR
452.236-76.
5. SHIPPING AND STORAGE
The geotextile shall be shipped/transported in rolls
wrapped with a cover for protection from moisture, dust,
dirt, debris, and ultraviolet light. The cover shall be
maintained undisturbed to the maximum extend possible
prior to placement.
Each roll of geotextile shall be labeled or tagged to
clearly identify the brand, Class and the individual
production run in accordance with ASTM D 4873.
NRCS-NEH-20 592-2 10/98
TABLE 1. REQUIREMENTS FOR WOVEN GEOTEXTILES
Property Test Method Class I Class If & III Class IV
Tensile Strength ASTM D 4632 200 minimum in any 120 minimum in any 180 min. in
(pounds) 1/ Grab Test principal direction principal direction any principal
direction
Bursting Strength ASTM D 3786 400 minimum 300 minimum NA
(psi) 1/ Diaphragm Tester
Elongation at Failure ASTM D 4632 <50 <50 <50
(percent) 1/ Grab Test
Puncture ASTM D 4833 90 minimum X60 minimum 60 minimum
(pounds) 1/
Ultraviolet Light ASTM D 4355 70 minimum 70 minimum 70 minimum
(percent residual 150-hours
tensile strength) exposure
Apparent Opening ASTM D 4751 As specified or a. As specified or a As specified
_Size_{A.OS)_ minimum # 100 2/ minimum # 100 2/ or minimum
# 100 2/
Percent Open Area CWO-02215-86 4.0 minimum 4.0 minimum 1.0 minimum
(percent)
Permitivity sec'' ASTM D 4491 0.10 minimum 0.10 minimum 0.10 min.
1/ Minimum average roll value (weakest prin cipal direction).
2/ U.. S. Standard Sieve Size.
NOTE: CWO is a USACE reference.
NRCS-NEH-20 592-3 . 10/98
.4?
•
r.
TABLE 2. REQUIREMENTS FOR NON-WOVEN GEOTEXTILES
Property Test Method Class I Class II Class III Class IV 3/
Tensile Strength ASTM D 4632 180 minimum 120 minimum 90 minimum 115 min.
(pounds) 1/ Grab Test
Bursting Strength - ;ASTM D 3786 320 minimum 210 minimum 180 minimum NA
(psi) 11 Diaphragm Tester
Elongation at Failure ASTM D 4632 >_50 >_50 >_50 >-50
(percent) 1/
Puncture (pounds) ASTM D 4833 80 minimum 60 minimum 40 minimum 40 minimum
Ultraviolet Light ASTM D 4355 70 minimum 70 minimum 70 minimum 70 minimum
(percent residual 150-hours exposure
tensile strength)
-Apparent Opening Siz e ASTM D 4751 As specified As specified As specified As specified
.__ (AOS) max. # 40 21 max. # 40 2/ max. # 40 2/ max. # 40 2/
Permittivity sec-' ASTM D 4491 0.70 minimum 0.70 minimum 0.70 minimum 0.10 min.
1/ Minimum average roll value (weakest principal direction)
21 U. S. Standard Sieve Size.
3/ Heat-bonded or resin-bonded geotextile may be used for Class III and IV. They are particularly well suited
for Class IV. Needle-punched geotextiles are required for all other classes.
NRC5-NEH-20 592-4 10/98

Operation and Maintenance Plan
Pineview Cemetery Site
Rocky Mount, North Carolina
Streambank Stabilization Measures
Emergency Watershed Protection Program
USDA - Natural Resources Conservation Service
June 2001
The streambank stabilization measures proposed at the Pineview Cemetery Site in Rocky
Mount have been planned and designed using natural stream stabilization techniques.
The resulting stream channel will remain stable and will perform its function with little or
no maintenance provided the natural course of the stream is not disturbed and vigorous
vegetation is maintained in the riparian area. Minor adjustments of channel alignment
may occur after the first few high water events. Such adjustments are normal and are
expected. If areas of excessive streambank erosion occur contact the Edgecombe County
Soil and Water Conservation District for assistance.
The following recommendations and cautions are offered to the management staff of the
Pineview Cemetery in order to insure the proper function of the natural channel. These
recommendations may equally be applied to other stream reaches controlled by the
Rocky Mount Parks and Recreation Department to reduce streambank erosion and
maintenance expenses.
1. Do not mow or trim grass in the stream channel or on the streambanks. Allow
vegetation to grow naturally to at least a height of 12 inches within these areas.
Occasional mowing with a sickle blade mower or other mechanized or hand.
equipment to trim higher growing grasses or shrubs may be permitted if vegetation
gets too big and becomes unsightly.
.2. Do not mow or trim grass lower than 3 inches in height in any area where water flow
is concentrated as it moves toward the stream. Grass that is cut too low will suffer
and thin considerable during dry, hot weather and will not provide protection against
soil erosion. Maintain grass in the stream corridor and adjacent areas as high as
aesthetically possible.
3. Do not cast mowing clippings, brush or other waste material into the stream corridor.
A heavy layer of mowing clippings will begin to compost and will kill LuzderlyinQ
vegetation. Mowing clippings can be lightly broadcast over the vegetation in the
stream corridor, but should never be piled up on vegetation.
(more)
tl?
4. Avoid the use of herbicides within-the stream corridor area. If it is necessary to
control brushy or woody growth, cut it back once or twice each year and dispose of
the cuttings at an off-site location. Shrubs and trees will help to stabilize the stream
area and should not be eliminated altogether.
5. Apply fertilizer twice annually to the vegetation in the stream corridor area. Make .
application of approximately 400 pounds of 10-10-10 or equivalent fertilizer between
February 15 and April 1 and again between September 1 and October 15. Do not
apply fertilizer on bare soil or within five (5) feet of the active channel.'
6. Immediately repair any areas of streambank erosion that results from concentrations
of surface water running over the streambank and into the stream. Divert these
concentrations of surface water to a more stable streambank area or install a pipe
culvert or drop box as necessary. Revegetate the eroding area by seeding or
placement of sod mats.
7. Maintenance personnel should be trained to manage stream corridor sites and
adjacent areas differently at all times during the year. A system should be established
that will assure that all persons engaged in mowing and managing the grass in these
areas are fully aware of the special conditions that are to be applied.
8. Inspect the stream corridor after every significant high flow event. If excessive
erosion or sedimentation has occurred, contact the Edgecombe Soil and Water
Conservation District for assistance in making appropriate repairs in a timely manner.
1)11417
EMERGENCY WATERSHED PROTECTION PROGRAM
PINEVIEW CEMETERY SITE
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
SPECIAL PROVISIONS
1. All operations for this work shall be coordinated with the Contracting Officer's
Representative. Work shall commence as soon as practical, but no later than 7 calendar days
after receipt of the "Notification to Begin Work". All work shall be completed within 72
calendar days, commencing the day following receipt of the "Notification to Begin Work"
from the Contracting Officer.
2. No bid will be considered unless all items in the Bid Schedule are priced.
3. Workweek: The maximum workweek that is approved for this contract is twelve (12) hours
per day, Monday through Saturday. No work shall be performed in excess of twelve (12)
hours per day, and no work shall be performed on Sunday of any week.
_ 4. The Contractor shall be responsible for the repair or replacement of any utilities or property
damaged by his/her construction operations. Of particular concern are the cemetery
gravestones and the Crepe Myrtle trees lining the cemetery road adjacent to this work site.
Damaged utilities or property shall be repaired or replaced to their original or better condition
as directed by the Contracting Officer's Representative. All repairs or replacements shall
meet the approval of the Contracting Officer's Representative.
5. Ingress and egress at the Pineview Cemetery site shall be only through the Wake Street
entrance on the east side of the cemetery.
6. Project Work Limits shall be that area bounded by the Crepe Myrtle trees on the west side of
the stream, the cemetery access roads to the north, east and south of the project area, and a
line running 5 feet west of any cemetery gravestones located on the east side of the project.
Equipment and materials storage shall be within this work limit area unless the Cemetery
Supervisor agrees upon an alternate location.
7. The contractor must provide superintendence at the site that is experienced in the layout and
construction of rock vane instream structures.
8. All equipment, vehicles and work crew personnel shall yield to funeral processions and grave
site visitors.
9. Excess spoil material and other construction debris shall be disposed of properly by the
contractor at a site approved by the Contracting Officer's Representative.
10. All construction shall be performed in strict adherence to all local, state, and federal laws and
ordinances.
NC-EWP-A3 SP - 1 7/25/01
11. All activities shall be performed in strict accordance with the following
ENVIRONMENTAL SPECIAL CONDITIONS:
a. Removal of debris will be limited to vegetative and foreign materials. Excavation of
soil/sediment shall not be undertaken. Uprooted stumps may be pulled from the ground
(no excavation), but shall include no more than minimal amounts of soil attached to
roots. Debris removal will be restricted to that associated with storm debris.
b. Debris will be disposed on high ground where practicable, or where in wetlands,
sufficiently anchored (no excavation or fill) so that material will not be displaced back
into the stream channel.
c. Debris placed in wetlands shall be spread in a manner that does not impede lateral water
flow.
d. Equipment used will generally include hydraulic excavators equipped with a mechanical
thumb or grapple attachment, skidders, loaders, winches mounted on tracked or rubber-
tired equipment, portable winches, and chain saws.
e. Heavy equipment working in wetlands must be placed on mats, or other measures must
be taken to minimize soil disturbance.
f. Equipment shall operate adjacent to the stream and not within the stream unless prior
approval is granted. Where necessary, trees can be cut for access to worksites; however,
mechanized land clearing will not occur within wetlands at any time. Crossing a stream
to gain access to the opposite bank is permissible. Crossing sites should be selected to
minimize damage to the streambank and aquatic habitat.
g. No activity may cause more than minimal adverse impact on navigation.
h. In the event of a spill or discharge of petroleum products, or any other hazardous waste,
the Contractor shall contact the N. C. Division of Water Quality at 919-733-5083, Ext.
526; the NC Emergency Management Division in Raleigh at 1-800-858-0368; and the
Contracting Officer. If `waters of the state' are involved, or affected, the EPA National
Response Center at 1-800-424-8802 shall also be notified. In addition, the Contractor
shall comply with the provisions of the North Carolina Oil Pollution and Hazardous
Substances Control Act.
i. NRCS will be responsible for inspection and will ensure that the previously listed
conditions are met.
NC-EWP-A3 SP - 2 7/25/01
PERFORMANCE TIME CALCULATION
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
Location: Pender County, North Carolina
Site No.: Pineview Cemetery
Computations based on a 6 day work week Work Days Required* 41
Anticipated date.of Commencement of Work September 4, 2001
Move
Calendar in
Month Days Avail. Davs
October
November
Sundays,
Holidays, ** *** Adverse 7Available
Cumu
lative
Shutdown Rain 1C Weather Work
27 15 4 3 1 3 5 5
31 0
5 2 1.5 3 23 28
20 0
4 2 1.5 3 13 41
Time starts day following notice to proceed
* Computations attached
** Prorated for partial month (Climatological Data for Tarboro)
*** Time does not contribute to performance time
1 Performance Time = 78 Calendar Days
Prepared by: p
Checked by:
Approved by:
1C Factor - North Carolina EWP
Jan. 3 May 1.5 Sept. 1
Feb. 3 June 1 Oct. 1
5
March 2.5 July 1 .
Nov. 1
5
April 2 Aug. 1 .
Dec. 2
Cumulative
Calendar
27
58
78
Date: *4? /-?
Date:
Date:
CALCULATION OF
ESTIMATED WORK DAYS REQUIRED
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
July 2001
WORK OR MATERIALS QUANTITY UNITS UNITS PER WORK DAYS
DAY
1. Bid Item No. 1 - Mobilization and 1 ------------ --------- 15
Demobilization
2. Bid Item No. 2 - Natural Channel 650 Linear Feet 300 3
and Streambank Restoration (see note)
3. Bid Item 3 - Wire Mesh Gabions 380 Linear Feet 50 8
(see note)
4. Bid Item 4 - Rock Cross Vane 5 Each 0.5 10
5. Bid Item 5 - Vegetation, 0.75 Acre .5 2
Permanent
6. Bid Item 6 - Mulching 0.75 Acre 1 1
7. Bid Item 7 - Rock Riprap Outlets 4 Outlet 2 2
Structures
(see note)
Grand Total - - 41 days
Note: The units used to calculate workdays here are different from the bid units but relate
to the same quantity of work. While the units used for bid are convenient for bids
and payment, the units shown here are more convenient for estimation of time
required for installation.
COST ESTIMATE
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
July 2001
ITEM SPEC.
NO. ITEMS NO. QUANTITY UNIT UNIT PRICE AMOUNT
I Mobilization and 8 1 Lump Sum ------- $ 5,335.00
Demobilization
2 Natural Stream Restoration 482 1 Lump Sum ------- $ 8,000.00
3 Wire Mesh Gabions 64 253 Cubic Yard $130.00 $ 32,890.00
4 Rock Cross Vane 461 5 Each 3000.00 $ 15,000.00
5 Vegetation, Permanent 406 0.75 Acre $1200.00 $ 900.00
6 Mulching 406 0.75 Acre $2500.00 $ 1,875.00
7 Rock Riprap Outlets 64 25 Cubic Yard $40.00 $ 1.000.00
TOTAL ESTIMATED COST $ 65,000.00
Prepared BY ?J Date: / 26 200 l
Checked By: Date:
Approved By: Date:

BID SCHEDULE
STREAMBANK STABILIZATION
EMERGENCY WATERSHED PROTECTION
PINEVIEW CEMETERY
CITY OF ROCKY MOUNT
EDGECOMBE COUNTY, NORTH CAROLINA
U. S. DEPARTMENT OF AGRICULTURE
NATURAL RESOURCES CONSERVATION SERVICE
QUANTITIES
Final Pay
ITEM Contract Unit
Estimate Un it Amount Price Dollars
[
1. Bid Item No. 1- 1 p
Mobilization and m
Demobi lization
2. Bid Item No. 2 - Natural 1 mp
Stream Restoration Sum
3. Bid Item 3 - Wire Mesh 253 Cubic
Gabions Yards
4. Bid Item 4 - Rock Cross 5 Each
Vane
5. Bid Item 5 - Vegetation, 0.75 Acres
Permanent
6. Bid Item 6 - Mulching 0.75 Acres
7. Bid Item 7 - Rock Riprap 25 Cubic
Outlet Yards
TOTAL
i
CONSTRUCTION SPECIFICATION
8. MOBILIZATION AND DEMOBILIZATION
1. SCOPE
The work shall consist of the mobilization and demobilization of the Contractor's
forces and equipment necessary for performing the work required under the contract.
This work shall not include mobilization and demobilization for specific items of work
for which payment is provided elsewhere in the contract.
Mobilization will not be considered as work in fulfilling the contract requirement for
commencement of work.
2. EQUIPMENT AND MATERIALS
Mobilization shall include all activities and costs for transportation of personnel,
equipment, and operating supplies to the site; establishment of offices, buildings, and
other necessary facilities for the Contractor's operations at the site; premiums paid for
performance and payment bonds, including coinsurance and reinsurance agreements as
applicable; and other items specified in Section 4.
Demobilization shall include all activities and costs for transportation of personnel,
equipment, and supplies not included in the contract from the site; including the
disassembly, removal and site clean up, of offices, buildings, and other facilities
assembled on the site for this contract.
This work includes mobilization and demobilization required by the contract at the
time of award. If additional mobilization and demobilization activities and costs are
required during the performance of the contract as a result of changed, deleted, or
added items of work for which the Contractor is entitled to an adjustment in contract
price, compensation for such costs will be included in the price adjustment for the item
or items of work changed or added.
3. PAYMENT
Payment will be made as the work proceeds, after presentation.of invoices by the
Contractor showing specific mobilization and demobilization costs and evidence of the
charges of suppliers, subcontractors, and others. If the total of such payments is less
than the lump sum contract price, the unpaid balance will be included in the final
contract payment. Payment of the lump sum contract price for mobilization and
demobilization will constitute full compensation for completion of the work.
NRCS-NEH-20 8-1 4/92
1J
Payment will not be made under this item for the purchase costs of materials having a
residual value, the purchase costs of materials to be incorporated in the project, or the
purchase costs of operating supplies.
4. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 1, Mobilization and Demobilization
(1) This item shall consist of mobilization and demobilization of materials,
equipment and other resources necessary for the completion of streambank
restoration activities at the Pineview Cemetery in the City of Rocky Mount,
North Carolina.
(2) Equipment and materials shall be stockpiled only at those on-site locations
specified by the Pineview Cemetery Supervisor and approved by the
Contracting Officer.
(3) Demobilization shall include site cleanup to remove any excess materials,
materials packing or binding and other debris associated with construction
activities.
(4) Payment shall be made in accordance with Section 3 above.
NRCS-NEH-20 8-2 4/92
J?
CONSTRUCTION SPECIFICATION
21. EXCAVATION
1. SCOPE
2.
The work shall consist of the excavation required by the
drawings and specifications and disposal of the excavated
materials.
CLASSIFICATION
Excavation will be classified as common excavation or
rock excavation in accordance with the following
definitions or will be designated as unclassified.
Common excavation shall be defined as the excavation of
all materials that can be excavated, transported, and
unloaded by the use of heavy ripping equipment and wheel
tractor-scrapers with pusher tractors or that can be
excavated and dumped into place or loaded onto hauling
equipment by means of excavators having a rated capacity
of one cubic yard or larger and equipped with attachments
(such as shovel, bucket, backhoe, dragline or clam shell)
appropriate to the material type, character, and nature
of the materials.
Rock excavation shall be defined as the excavation of all
hard, compacted or cemented materials that requires
blasting or the use of ripping and excavating equipment
larger than defined for common excavation. The
excavation and removal of isolated boulders or rock
fragments larger than one (1) cubic yard encountered in
materials otherwise conforming to the definition of
common excavation shall be classified as rock excavation.
The presence _of isolated boulders or rock fragments
larger than one (1) cubic yard will not in itself be
sufficient cause to change the classification of the
surrounding material.
For the purpose of these classifications, the following
definitions shall apply:
Heavy ripping equipment shall be defined as a rear
mounted, heavy duty, single-tooth, ripping attachment
mounted on a track type tractor having a power rating of
at least 250 flywheel horsepower unless otherwise
specified in Section 11.
Wheel tractor-scraper shall be defined as a
(not elevating) and unloading scraper having
bowl capacity of at least twelve (12) cubic
NRCS-NEH-20
21-1
self-loading
a struck
yards.
10/98
Pusher tractor shall be defined as a track type tractor
having a power rating of at least 250 flywheel horsepower
equipped with appropriate attachments.
3.
4.
5.
UNCLASSIFIED EXCAVATION
Excavation designated as "Unclassified Excavation" shall
include all materials encountered regardless of their
nature or the manner in which they are removed. When
excavation is unclassified, none of the definitions or
classifications stated in.Section 2, CLASSIFICATION,
shall apply.
BLASTING
The transportation, handling, storage, and use of
dynamite and other explosives shall be directed and
supervised by person(s) of proven experience and ability
who are authorized and qualified to conduct blasting
operations.
Blasting shall be done in such a manner as to prevent
damage to the work or unnecessary fracturing of the
foundation and shall conform to any special requirements
in Section 11 of this specification. When specified in
Section 11, the Contractor shall furnish the Engineer in
writing, a blasting plan prior to blasting operations.
USE OF EXCAVATED MATERIALS
Method 1 To the extent they are needed, all suitable
materials from the specified excavations shall be used in
the construction of required permanent earthfill or
rockfill. The suitability of materials for specific
purposes will be determined by the Engineer. The
Contractor shall not waste or otherwise dispose of
suitable excavated materials.
Method 2 Suitable materials from the specified
excavations may be used in the construction of required
earthfill or rockfill. The suitability of materials for
specific purposes will be determined by the Engineer.
6. DISPOSAL OF WASTE MATERIALS
Method 1 All surplus or unsuitable excavated materials
will be designated as waste and shall be disposed of at
the locations shown on the drawings.
Method 2 All surplus or unsuitable excavated materials
will be designated as waste and shall be disposed of by
the Contractor at sites of.his own choosing away from the
site of the work in an environmental acceptable manner
and that does not violate local rules and regulations.
NRCS-NEH-20 21-2 10/98
7. EXCAVATION LIMITS
Excavations shall comply with OSHA Construction Industry
Standards (29CFR Part 1926) Subpart P, Excavations,
Trenching, and Shoring. All excavations shall be
completed and maintained in a safe and stable condition
throughout the total construction phase. Structure and
trench excavations shall be completed to the specified
elevations and to the length and width required to safely
install, adjust, and remove any forms, bracing, or
supports necessary for the installation of the work.
Excavations outside of the lines and limits shown on the
drawings or specified herein required to meet safety
requirements shall be the responsibility of the
Contractor in constructing and maintaining a safe and
stable excavation.
8. BORROW EXCAVATION
When the quantities of suitable materials obtained from
specified excavations are insufficient to construct the
specified earthfills and earth backfills, additional
materials shall be obtained from the designated borrow
areas. The extent and depth of borrow pits within the
limits of the designated borrow areas shall be as
specified in Section 11 or as approved by the Engineer.
Borrow pits shall be excavated and finally dressed to
blend with the existing topography and sloped to prevent
ponding and to provide drainage.
9. OVER-EXCAVATION
Excavation in rock beyond the specified lines and grades
shall be corrected by filling the resulting voids with
portland cement concrete made of materials and mix
proportions approved by the Engineer. Concrete that will
be exposed to the atmosphere when construction is
completed shall meet the requirements of concrete
selected for use under Construction Specification 31,
Concrete for Major Structures, or 32, Structure Concrete,
as appropriate.
Concrete that will be permanently covered shall contain
not less than five (5) bags of cement per cubic yard.
The concrete shall be placed and cured as specified by
the Engineer.
Excavation in earth beyond the specified lines and grades
shall be corrected by filling the resulting voids with
approved.compacted ear.thfill, except that, if the earth
is to become the subgrade for riprap, rockfill, sand or
gravel bedding, or drainfill, the voids may be filled
NRCS-NEH-20 21-3 10/98

with material conforming to the specifications for the
riprap, rockfill, bedding or drainfill. Prior to
correcting an over-excavation condition, the Contractor
shall review the planned corrective action with the
Engineer and obtain approval of the corrective measures.
10. MEASUREMENT AND PAYMENT
For items of work for which specific unit prices are
established in the contract, the volume of each type and
class of excavation within the specified pay limits will
be measured and computed to the nearest cubic yard by the
method-of average cross-sectional end areas or by methods
outlined in Section 11 of this specification. Regardless
of quantities excavated, the measurement for payment will
be made to the specified pay limits, except that
excavation outside the specified lines and grades
directed by the Engineer to remove unsuitable material
will be included. Excavation required because unsuitable
conditions result from the Contractor's improper
construction operations, as determined by the Engineer,
will not be included for measurement and payment.
Method 1 The pay limits shall be as designated on the
drawings.
Method 2 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. The lower and lateral limits shall be the neat lines
and grades shown on the drawings.
Method 3 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. The lower and lateral limits shall be the true
surface of the completed excavation as directed by
the Engineer.
NRCS-NEH-20 21-4 10/98
,'
Method 4 The pay limits shall be defined as follows:
a. The upper limit shall be the original ground surface
as it existed prior to the start of construction
operations except that where excavation is performed
within areas designated for previous excavation or
earthfill the upper limit shall be the modified
ground surface resulting from the specified previous
excavation or earthfill.
b. ";The lower limit shall be at the bottom surface of
the proposed structure.
C. The lateral limits shall be 18-inches outside of the
outside surfaces of the proposed structure or shall
be vertical planes 18-inches outside of and parallel
to the footings, whichever gives the larger pay
quantity, except as provided in d, below.
d. For trapezoidal channel linings or similar
structures that are to be supported upon the sides
of the excavation without intervening forms, the
lateral limits shall be at the under side of the
proposed lining or structure.
e. For the purposes of the definitions in b, c, and d,
above, any specified bedding or drainfill directly
beneath or beside the structure will be considered
to be a part of the structure.
All Methods The following provisions apply to all
methods of measurement and payment.
Payment for each type and class of excavation will be
made at the contract unit price for that type and class
of excavation. Such payment will constitute full
compensation for all labor, materials, equipment, and all
other items necessary and incidental to the performance
of the work, except that extra payment for backfilling
over-excavation will be made in accordance with the
following provisions:
Payment for backfilling over-excavation, as specified in
Section 9 of this specification, will be made only if the
excavation outside specified lines and grades is directed
by the Engineer to remove unsuitable material and if the
unsuitable condition is not a result of the Contractor's
improper construction operations as determined by the
Engineer.
NRCS-NEH-20 21-5 10/98
Compensation for any item of work described in the
contract but not listed in the bid schedule will be
included in the payment for the item of work to which it
is made subsidiary. Such items and the items to which
they are made subsidiary are identified in Section 11 of
this specification.
NRCS-NEH-20 21-6 10/98
11. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details
therefore are:
a. Excavation
(1) This item shall consist of furnishing all equipment, tools, and labor for common excavation
in conjunction with the construction of Wire Mesh Gabion structures and Natural Channel
and Streambank Restoration at the Pineview Cemetery in the City of Rocky Mount.
(2) Excess spoil from excavation operations shall be disposed of in an acceptable location
provided by the contractor.
(3) Excavation shall be considered subsidiary to Bid Item No. 2, Natural Stream Restoration
and Bid Item No. 3, Wire Mesh Gabions. No separate payment shall be made for
Excavation. Compensation for all materials, equipment, tool, labor and other incidental
expenses incurred in performing excavation activities shall be included in payment for to
Bid Item No. 2, Natural Stream Restoration and Bid Item No. 3, Wire Mesh Gabions.
USDA-NRCS 21-7 Excavation
NC-EWP July 2001

CONSTRUCTION SPECIFICATION
61. ROCK RIPRAP
1. SCOPE
The work shall consist of the construction of rock riprap revetments and blankets,
including filter or bedding where specified.
2. MATERIALS
Rock riprap shall conform to the requirements of Material Specification 523 or, if so
specified shall be obtained from designated sources. It shall be free from dirt, clay, sand,
rock fries and other materials not meeting the required gradation limits.
At least thirty (30) days prior to delivery of rock from other than designated sources, the
Contractor shall designate in writing the source from which rock materials will be
obtained and provide information satisfactory to the Contracting Officer that the material
meets contract requirements. The Contractor shall provide the Contracting Officer's
Technical Representative (COTR) free access to the source for the purpose of obtaining
samples for testing. The size and grading of the rock shall be as specified in Section 8.
Rock from approved sources shall be excavated, selected, and processed to meet the
specified quality and grading requirements at the time the rock is installed.
When specified in Section 8 or, when requested by the Contracting Officer, a gradation
quality control check shall be made by the Contractor and subject to inspection by the
COTR. The test shall be performed at the work site, in accordance to ASTM D 5519 Test
Method B Size, Size-Range Grading, on a test pile of representative rock. The weight or
size of the test pile shall be large enough to ensure a representative gradation of rock from
the source and to provide test results within a five (5) percent accuracy.
Based on a specific gravity of 2.65 (typical of limestone and dolomite), and assuming the
individual rock is shaped midway between a sphere and a cube, typical size/weight
relationships are:
Sieve Size Approximate Weight Weight of
of Rock of Rock Test Pile
16 inches 300 pounds 6000 pounds
11 inches 100 pounds 2000 pounds
6 inches 15 pounds 300 pounds
The results of the test shall be compared to the gradation required for the project. Test pile
results that do not meet the construction specifications shall be cause for the rock to the
rejected. The test pile that meets contract requirements shall be left on the job site as a
sample for visual comparison. The test pile shall be used as part of the last rock.riprap to
be placed.
Filter or bedding aggregates when required, shall conform to Material Specification 521,
unless otherwise specified. Geotextiles shall conform to Material Specification 592.
NRCS
61-1
1/97
3. SUB GRADE PREPARATION
The subgrade surfaces on which the rock riprap, filter, bedding or geotextile is to be
placed shall be cut or filled and graded to the lines and grades shown on the drawings.
When fill to subgrade lines is required, it shall consist of approved materials and shall
conform to the requirements of the specified class of earthfill.
Rock riprap, filter, bedding or geotextile shall not be placed until the foundation
preparation is completed and the subgrade surfaces have been inspected and approved.
4. EQUIPMENT-PLACED ROCK RIPRAP
The rock riprap. shall be placed by equipment on the surfaces and to the depths specified.
The rock riprap shall be installed to the full course thickness in one operation and in such a
manner as to avoid serious displacement of the underlying materials. The rock for riprap
shall be delivered and placed in a manner that will ensure that the riprap in-place shall be
reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact
one to another with the smaller rocks and spalls filling the voids- between the larger rocks.
Some hand placing may be required to provide a neat and uniform surface.
Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing
will be required as necessary to prevent damage to any new and existing structures.
5. HAND-PLACED ROCK RIPRAP
The rock riprap shall be placed by hand on the surfaces and to the depths specified. It
shall be securely bedded with the larger rocks firmly in contact one to another without
bridging. Spaces between the larger rocks shall be filled with smaller rocks and spalls.
Smaller rocks shall not be grouped as a substitute for larger rock. Flat slab rock shall be
laid on its vertical edge; except where it is laid like paving stone and the thickness of the
rock equals the specified depth of the riprap course.
6. FILTER OR BEDDING
When the contract specifies filter, bedding or geotextile beneath the rock riprap, the
designated material shall be placed on the prepared subgrade surface as specified.
Compaction of filter or bedding aggregate will not be required, but the surface of such
material shall be finished reasonably smooth and free of mounds, dips, or windrows.
7. MEASUREMENT AND PAYMENT
Method 1
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. The volume of each type of filter or bedding aggregate
will be measured within the specified limits and computed to the nearest cubic yard by the
method of average cross-sectional end areas. For each load of rock riprap placed as
specified, the Contractor shall furnish to the COTR a statement-of-delivery ticket showing
the weight, to nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
NRCS 61-2 1/97
Method 2
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest 0.1 ton by actual weight. The quantity of each type of filter or bedding
aggregate delivered and placed within the specified limits will be computed to the nearest
0.1 ton. For each load of rock riprap placed as specified, the Contractor shall furnish to
the Engineer a statement-of-delivery ticket showing the weight, to the nearest 0.1 ton. For
each load of filter or bedding aggregate, the Contractor shall furnish to the COTR a
statement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 3
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap and filter or bedding aggregate will be measured within
the specified limits and computed to the nearest cubic yard by the method of average
cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered fall compensation for completion of the work.
Method 4
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap, including filter and bedding aggregate, will be
measured within the specified limits and computed to the nearest cubic yard by the method
of average cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, including
filter and bedding. Such payment will be considered full compensation for completion of
the work.
Method 5
For items of work for which specific unit prices are established by the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. For each load of rock for riprap placed as specified, the
Contractor shall furnish to the COTR a statement-of-delivery ticket showing the weight to
the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
Method 6
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap will be measured within the specified limits and
computed to the nearest cubic yard by the method of average cross-sectional end areas.
NRCS 61-3 1/97
Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
All Methods
The following provision apply to all methods of measurement and payment.
Compensation for any item of work described in the contract but not listed in the bid
schedule will be included in the payment for the item of work to which it is made
subsidiary. Such items and the items to which they are made subsidiary are identified in
Section 8.
No separate payment will be made for testing the gradation of the test pile. Compensation
for testing will be included in the appropriate bid item for riprap.
8. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 7, Rock Riprap Outlet
(1) This item shall consist of furnishing materials, equipment, tools, and labor to
install Rock Riprap Outlets for surface water control at the Pineview Cemetery
in the City of Rocky Mount in the locations and as shown in the drawings.
(2) Rock used for Rock Riprap Outlets shall have a D50 size of not less than 8
inches. No rock shall be larger than 15 inches. No more that 10 percent of the
rock by volume shall be less than 4 inches and not more that 10 percent of the
rock by volume shall be larger than 12 inches.
(3) Rock Riprap shall be placed a minimum of 12 inches thick at all points in the
outlet. In no case shall the Geotextile fabric be visible through the rock riprap.
This may require some hand placement of smaller rock to fill in the voids if rock
used is in the upper end of the size range specified.
(4) Approximately 25 tons of rock riprap will be required for construction of the
four (4) outlets planned at this site.
(5) All rock, shall be underlain by a Non-woven needle-punched Geotextile fabric
meeting the requirements of Material Specification 592 - Geotextile for Class I
Non-woven Geotextile.
(6) Payment shall be by Method 5 as discussed in Section 7. above..
NRCS 61-4 1/97
r 3. SUBGRADE P The subgrade surfaces on which the rock riprap, filter, bedding or geotextile is to be
placed shall be cut or filled, and graded to the lines and grades shown on the drawings.
When fill to subgrade lines is required, it shall consist of approved materials and shall
conform to the requirements of the specified class of earthfill.
Rock riprap, filter, bedding or geotextile shall not be placed until the foundation
preparation is completed and the subgrade surfaces have been inspected and approved.
4. EQUIPMENT-PLACED ROCK RIPRAP
The rock riprap. shall be placed by equipment on the surfaces and to the depths specified.
The rock riprap shall be installed to the full course thickness in one operation and in such a
manner as to avoid serious displacement of the underlying materials. The rock for riprap
shall be delivered and placed in a manner that will ensure that the riprap in-place shall be
reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact
one to another with the smaller rocks and spalls filling the voids between the larger rocks.
Some hand placing may be required to provide a neat and uniform surface.
Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing
will be required as necessary to prevent damage to any new and existing structures.
5. .HAND-PLACED ROCK RIPRAP
The rock riprap shall be placed by hand on the surfaces and to the depths specified. It
shall be securely bedded with the larger rocks firmly in contact one to another without
bridging. Spaces between the larger rocks shall be filled with smaller rocks and spalls.
Smaller rocks shall not be grouped as a substitute for larger rock. Flat slab rock shall be
laid on its vertical edge; except where it is laid like paving stone and the thickness of the
rock equals the specified depth of the riprap course.
6. FILTER OR BEDDING
When the contract specifies filter, bedding or geotextile beneath the rock riprap, the
designated material shall be placed on the prepared subgrade surface as specified.
Compaction of filter or bedding aggregate will not be required, but the surface of such
material shall be finished reasonably smooth and free of mounds, dips, or windrows.
7. MEASUREMENT AND PAYMENT
Method 1
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. The volume of each type of filter or bedding aggregate
will be measured within the specified limits and computed to the nearest cubic yard by the
method of average cross-sectional end areas. For each load of rock riprap placed.as
specified, the Contractor shall furnish to the COTR a statement-of-delivery ticket showing
the weight, to nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
NRCS
61-2 1/97
Method 2
For items of work for which specific unit prices are established in the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest 0.1 ton by actual weight. The quantity of each type of filter or bedding
aggregate delivered and placed within the specified limits will be computed to the nearest
0.1 ton. For each load of rock riprap placed as specified, the Contractor shall furnish to
the Engineer a statement-of-delivery ticket showing the weight, to the nearest 0.1 ton. For
each load of filter or bedding aggregate, the Contractor shall furnish to the COTR a
statement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 3
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap and filter or bedding aggregate will be measured wi in
th
the specified limits and computed to the nearest cubic yard by the method of average
cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, filter or
bedding. Such payment will be considered full compensation for completion of the work.
Method 4
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap, including filter and bedding aggregate, will be
measured within the specified limits and computed to the nearest cubic yard by the method
of average cross-sectional end areas.
Payment will be made at the contract unit price for each type of rock riprap, including
filter and bedding. Such payment will be considered full compensation for completion of
the work.
Method 5
For items of work for which specific unit prices are established by the contract, the
quantity of each type of rock riprap placed within the specified limits will be computed to
the nearest ton by actual weight. For each load of rock for riprap placed as specified, the
Contractor shall furnish to the COTR a statement-of-delivery ticket showing the weight to
the nearest 0.1 ton.
Payment will be made at the contract unit price for each type of rock ri prap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
Method 6
For items of work for which specific unit prices are established by the contract, the
volume of each type of rock riprap will be measured within the specified limits and
computed to the nearest cubic yard by the method of average cross-sectional end areas.
NRCS 61-3
1/97
r Payment will be made at the contract unit price for each type of rock riprap, including
geotextile used for filter or bedding. Such payment will be considered full compensation
for completion of the work.
All Methods
The following provision apply to all methods of measurement and payment.
Compensation for any item of work described in the contract but not listed in the bid
schedule will be included in the payment for the item of work to which it is made
subsidiary. Such items and the items to which they are made subsidiary are identified in
Section 8.
No separate payment will be made for testing the gradation of the test pile. Compensation
for testing will be included in the appropriate bid item for riprap.
8. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefore are:
a. Bid Item No. 7, Rock Riprap Outlet
(1) This item shall consist of furnishing materials, equipment, tools, and labor to
install Rock Riprap Outlets for surface water control at the Pineview Cemetery
in the City of Rocky Mount in the locations and as shown in the drawings.
(2) Rock used for Rock Riprap Outlets shall have a D50 size of not less than 8
inches. No rock shall be larger than 15 inches. No more that 10 percent of the
rock by volume shall be less than 4 inches and not more that 10 percent of the
rock by volume shall be larger than 12 inches.
(3) Rock Riprap shall be placed a minimum of 12 inches thick at all points in the
outlet. In no case shall the Geotextile fabric be visible through the rock riprap.
This may require some hand placement of smaller rock to fill in the voids if rock
used is in the upper end of the size range specified.
(4) Approximately 25 tons of rock riprap will be required for construction of the
four (4) outlets planned at this site.
(5) All rock shall be underlain by a Non-woven needle-punched Geotextile fabric
meeting the requirements of Material Specification 592 - Geotextile for Class I
Non-woven Geotextile.
(6) Payment shall be by Method 5 as discussed in Section 7. above.
NRCS 61-4 1/97
r
1. SCOPE
CONSTRUCTION SPECIFICATION s=.
64. WIRE MESH GABIONS AND MATTRESSES
TWISTED (WOVEN) OR WELDED MESH
i.wThe work shall consist of furnishing, assembling and
installing rock filled wire mesh gabion baskets and
mattresses.
2. TYPES
Gabions shall consist of rectangular wire mesh formed
containers filled with rock. Gabions will conform to one
of the following types:
Woven Mesh. Non-raveling double twisted hexagonal wire
mesh, consisting of two wires twisted together in two 180
degree turns.
Welded Mesh. Welded-wire mesh with a uniform square or
rectangular pattern and a resistance weld at each
intersection. The welded wire connections shall conform
with the requirements of ASTM A 185, including wire
smaller than W1.2 (0.124 in.); except that the welded
connections shall have a minimum average shear strength
of 70% and a minimum shear strength of 60% of the minimum
ultimate tensile strength of the wire.
Gabions. Gabions shall be furnished as baskets or
mattresses, as specified in Section 8. Baskets and
mattresses shall be fabricated within a dimension
tolerance of plus or minus 5 percent.
Baskets. Baskets have a height of 12.inches or greater.
Mattresses. Mattresses have a thickness of 12 inches and
less.
3. MATERIALS
Gabions shall be fabricated, assembled and installed in
accordance with the nominal wire sizes and dimensions
found in Tables 1 and 2, using the following materials,
unless otherwise specified in Section 8.
Wire for fabrication and assembly shall be hot-dipped
galvanized. The wire shall have a minimum tensile
strength of 60,000 psi. Galvanized steel wire shall
conform to ASTM A 641, Class 3, Soft Temper.
NRCS-NEH-20 64-1 11/97

TABLE 1 (Minimum Requirements)*
Internal
Connecting
Wire
Welded 3 x 3 0.118 None 0.118 0.80
Mesh 3 x 3 0.105 0.02 0.145 0.80
Spiral 0.105 0.02 0.145 0.80
Binder
GABION BASKETS--Height 12, 18, or 36 Inches; Length as
Spec ified
Type Mesh Wire PVC Total Galvanized
of Wire Size Diameter Coating Diameter Coating
Inches Inches Inches Inches oz./SF
Woven 3-1/4 x 4-1/2 0.118 None 0.118 0
80
Mesh 3-1/4 x 4-1/2 0.105 0.02 0.145 .
0.80
Selvage 0.153 None 0.153 0.80
0.132 0.02 0.172 0.80
Lacing and 0.086 0.02 0.126 0.70
TABLE 2 (Minimum Requirements)*
- - - -_GABION MATTRESSES--Height 6, 9, or 12 Inches; Length as
Specified
Type Mesh Wire PVC Total Galvanized
of Wire Size Diameter Coating Diameter Coating
Inches Inches Inches Inches oz./SF
Woven 2-1/2 x 3-1/4 0.086 0.02 0.126 0.70
Mesh
Selvage 0.105 0.02 0.145 0.80
Lacing and 0.086 .0.02 0.126 0.70
Internal
Connecting
Wire
Welded 1-1/2 x 3 0.080 0.02 0.120 0.70
Mesh
Spiral 0.105 0.02 0.145 0.80
Binder
*
NOTE: The wire sizes and PVC coating thickness shown are
nominal sizes.
The wire sizes include the galvanizing
coating thickness.
When Epoxy or Polyvinyl.Chloride (PVC) coated wire is
specified. in Section 8, the galvanized wire shall be
NRCS-NEH-20 64-2 11/97
coated by fusion bonded epoxy; or fusion bonded,
extruded, or extruded and bonded PVC material. The wire
coating shall be colored black, gray, green or silvery;
and the initial properties of the PVC coating shall meet
the following requirements:
(a) Specific Gravity. In the range of 1.30 to 1.40,
ASTM D 792.
(b) Abrasion Resistance. The percentage
shall be less than 12%, when tested
ASTM D 1242, Method B at 200 cycles,
;Tape,'80 Grit.
(c) Brittleness Temperature. Not higher
D 746.
of weight loss
according to
CSI-A Abrader
than 15°F, ASTM
(d), Tensile Strength. Extruded Coating (not less than
2,980 psi., ASTM D 412). Fusion Bonded Coating (not
less than 2,275 psi., ASTM D 638).
(e) Modulus of Elasticity. Extruded Coating (not less
than 2,700 psi. at 100 percent strain, ASTM D 412).
Fusion Bonded Coating (not less than 1980 psi. at
- 100 percent strain, ASTM D 638).
(f) Ultraviolet Light Exposure. A test period of not
less than 3000 hours, using apparatus type E at 63
C, ASTM G 23.
(g) Salt Spray Test. A test period of not less than
3000 hours, ASTM B 117.
After the exposure to ultraviolet light and the salt
spray test as specified above, the PVC coating shall not
show cracks, blisters, splits, nor noticeable change of
coloring (surface chalk).. In addition, the specific
gravity shall not change more than six (6) percent,
resistance to abrasion shall not change more than ten
(10) percent, tensile strength shall not change more than
25 percent, and modulus of elasticity shall not change
more 25 percent from their initial values.
The wire sizes shown in Tables 1 and 2 are the size of
the wire after galvanizing and before coating with PVC.
Spiral binders are the standard fastener for welded-mesh
gabion baskets and mattresses, and shall be formed from.
wire meeting the same quality and coating thickness
requirements as specified for the gabion baskets and
mattresses.
Alternate fasteners for use with wire mesh gabions, such
as ring fasteners, shall be formed from wire meeting the
NRCS-NEH-20 64-3 11/97
same quality and coating thickness requirements as
specified for the gabions.

4.
Standard fasteners and alternate fasteners must provide a
minimum strength of 1,400 lb. per lineal foot for gabion
baskets and 900 lb. per lineal foot for gabion
mattresses. When used to interconnect gabion baskets or
mattresses with PVC coating, ring fasteners shall be made
of stainless steel and spiral fasteners will be PVC
coated. All fasteners shall meet all of the closing
requirements of the gabion manufacturer in addition to
any requirements specified in Section 8.
Rock shall conform to the quality requirements in
Material Specification 523, unless otherwise specified in
Section 8. At least 85 percent of the rock particles, by
weight, shall be within the predominant rock size range.
Gabion Basket Predominant Minimum Rock Max. Rock
or Mattress Rock Size Dimension Dimension
Height
------- Inches
------------ Inches
------------ Inches
---------
-------
12, 18, or 36 4 to 8 4 9
Inch Basket
6, 9, or 12 3 to 6 3 7
Inch Mattress
At least 30 days. prior to delivery to the site, the
Contractor shall inform the Engineer in writing of the
source from which the rock will be obtained, and include
the test data and other information by which the material
was determined by the Contractor to meet the
specification. The Contractor shall provide the Engineer
free access to the source for the purpose of obtaining
samples for testing and source approval.
Bedding or filter material, when specified, shall meet
the gradation shown on the plans or as specified in
Section 8, and the requirements of Material Specification
521. Geotextile, when specified, shall conform to the
requirements specified in Section 8, and those of
Material Specification 592.
FOUNDATION PREPARATION
The foundation on which the gabions are to be placed
shall be cut or.filled and graded to the lines and grades
shown on the drawings. Surface irregularities, loose
material, vegetation, and all foreign matter shall be
removed from foundations. When fill is required, it
shall consist of materials conforming to the specified
NRCS-NEH-20
64-4 11/97
requirements. Gabions and bedding or specified
geotextiles shall not be placed until the foundation
preparation is completed, and the subgrade surfaces have
been inspected and approved by the Engineer.
Compaction of bedding or filter material will be required
as specified in Section 8. The surface of the finished
material shall be to grade and free of mounds, dips or
windrows. Geotextile shall be installed in accordance
with the requirements of Construction Specification 95.
5. ASSEMBLY AND PLACEMENT
Unless otherwise specified in Section 8, the assembly and
placement of gabions shall be in accordance with the
following procedures:
Assembly. Rotate the gabion panels into position and
join the vertical edges with fasteners for gabion
assembly. Where lacing wire is used, wrap the wire with
alternating single and double half-hitches at intervals
between four (4) to vice (5) inches. Where spiral
fasteners are used for welded-wire mesh, crimp the ends
to secure the spirals in place. Where ring type
alternate fasteners are used for basket assembly, install
the fasteners at a maximum spacing of 6 inches. Use the
same fastening procedures to install interior diaphragms
where they are required.
Interior diaphragms will be
dimension exceeds three (3)
installed to assure that no
that exceed three (3) feet.
required where any inside
feet. Diaphragms will be
open intervals are present
Placement. Place the empty gabions on the foundation and
interconnect the adjacent gabions along the top, bottom,
and vertical edges using lacing wire. Wrap the wire with
alternating single and double half-hitches at intervals
between four (4) to six (6) inches. Unless otherwise
specified in Section 8, lacing wire will be the only
fastener allowed for interconnecting woven mesh gabions.
Spiral fasteners are commonly used for the assembly and
interconnection of welded mesh gabions. Spirals are
screwed down at the connecting edges then each end of the
spiral is securely tied down to prevent unraveling.
Lacing may be used as needed to supplement the
interconnection of welded mesh gabions, and the closing
of lids.
Interconnect each layer of gabions to the underlying
layer of gabions along the front, back, and sides.
Stagger the vertical joints between the gabions of
adjacent rows and layers by at least one-half of a cell
length.
NRCS-NEH-20 64-5 11/97
6. FILLING OPERATION

After adjacent empty woven wire gabion units are set to
line and grade and common sides properly connected, they
shall be placed in straight line tension and stretched to
remove any kinks from the mesh and to gain a uniform
alignment. Welded-mesh gabions do not require
stretching. Staking of the gabions may be done to
maintain the established proper alignment prior to the
placement of rock. No stakes shall be placed through
geotextile material. Connecting lacing wire and other
fasteners (as allowed), shall be attached during the
filling operation to preserve the strength and shape of
the structure.
Internal connecting cross-tie wires shall be placed in
each unrestrained gabion cell greater than 18 inches in
height, including gabion cells left temporarily
unrestrained. Two internal connecting wires shall be
placed concurrently with rock placement, at each 12-inch
interval of depth. In woven mesh gabions these cross-
ties will be placed evenly spaced along the front face
and connecting to the back face. All cross-tie wires
shall be looped around two mesh openings and each wire
end shall be secured by a minimum of five 180 degree
twists around itself after looping.
In welded mesh gabions these cross-ties or stiffeners
will be placed across the corners of the gabions (at 12
inches from the corners) providing diagonal bracing.
Lacing wire or preformed hooked wire stiffeners may be
used.
The gabions shall be carefully filled with rock, either
by machine or hand methods, ensuring alignment, avoiding
bulges, and providing a compact mass that minimizes
voids. Machine placement will require supplementing with
hand work to ensure the desired results. The cells in
any row shall be filled in stages so that the depth of
rock placed in any one cell does not exceed the depth of
rock in any adjoining cell by more than 12 inches. Along
the exposed faces, the outer layer of stone shall be
carefully placed and arranged by hand to ensure a neat,
compact placement with a uniform appearance.
The last layer of rock shall be uniformly leveled to the
top edges of the gabions. Lids shall be stretched tight
over the rock filling using only approved lid closing
tools as necessary. The use of crowbars or other single
point leverage bars for lid closing is prohibited as they
may damage the baskets. The lid shall be stretched until
it meets the perimeter edges of the front and end panels.
The gabion lid shall then be secured to the sides, ends,
NRCS-NEH-20 64-6 11/97
and diaphragms with spiral binders, approved alternate
fasteners, or lacing wire wrapped with alternating single
-? and double half-hitches in the mesh openings.
Any damage to the wire or coatings during assembly,
placement and filling shall be repaired promptly in
accordance with the manufacturer's recommendations or
replaced with undamaged gabion baskets.
7. MEASUREMENT AND PAYMENT
Method l For items of work for which specific unit
prices are established in the contract; the volume of
rock 'will be measured within the neat lines of the gabion
structure and computed to the nearest cubic yard.
Payment for gabions will be made at the contract unit
price, and includes the wire mesh and rock. Such payment
will be considered full compensation-for all labor,
materials, equipment and all other items necessary and
incidental to completion of the work.
Method 2 For items of work for which specific unit
prices are established in the contract, the volume of the
gabions will be measured within the neat lines of the
gabion structure and computed to the nearest cubic yard.
Payment for the gabions will be made at the contract unit
price, and includes the wire mesh, rock and specified
bedding material or geotextile. Such payment will be
considered full compensation for all labor, materials,
equipment and all other items necessary and incidental to
the completion of the work.
Method 3 For items of work for which specific unit
prices are established in the contract, the surface area
will be measured within the neat lines of the gabion
mattress structure and computed to the nearest square
yard. Payment for the gabion mattress will be made at
the contract unit price, and includes the wire mesh and
rock. Such payment will be considered full compensation
for all labor, materials, equipment and all other items
necessary and incidental to the completion of the work.
Method 4 For items of work for which specific unit
prices are established in the contract, the surface area
will be measured within the neat lines of the gabion
mattress structure and.computed to the nearest square
yard. Payment for the gabion mattress will be made at
the contract unit price, and include the wire mesh, -rock
and specified bedding material or geotextile. Such
payment will be considered full compensation for all
labor, materials, equipment and all other items necessary
and incidental to the completion of the work.
NRCS-NEH-20 64-7 11/97
All Methods The following provisions apply to all
methods of measurement and payment. Unless otherwise
-'" specified in Section 8, no deduction in volume will be
made for any void or embedded item. Compensation for any
item of work described in the contract, but not listed in
the bid schedule will be included in the payment for the
item of work to which it is made subsidiary. Each item
and the items to which they are made subsidiary are
identified in Section 8 of this specification.
NRCS-NEH-20 64-8 11/97
b. 11E1V1ZVi' Vvvit111?1?L l.Vlr?liCV< 11V1? 11L' 1t?1L.7
...A
Items of work to be performed in conformance with this specification and the construction details therefore
are:
a. Bid Item No. 3, Wire Mesh Gabions
(1) This item shall consist of furnishing materials, assembly and installation of wire mesh gabions
including all necessary excavation and earth fill at the Pineview Cemetery in the City of Rocky
Mount in the locations and as shown in the drawings.
(2) The Gabion installation shall consist of two structures, extending from each end of the rock headwall
at approximately station 2+75 on the right bank of the stream. The upstream structure begins at the
rock headwall and extends upstream approximately 120 linear feet to station 4+00. The downstream
structure begins at the rock headwall and extends downstream for approximately 260 linear feet to the
rock headwall of the road crossing near station 0+00. Installation of the gabion structures shall begin
flush with the walls of the rock headwall at station 2+75 and-extend upstream and downstream.
(3) Approximately 380 linear feet of wire mesh gabion streambank stabilization is to be constructed
requiring approximately 253 cubic yards of rock fill. Approximate number of gabion baskets and
mattresses are as follows:
Approx.
Gabion Size Number
9'xYx3' 70
6'x3'x3' 14
3'x3'x3' 15
Rock Volume Total Rock
Per Gabion Volume
(cu. yds.) (cu. yds.)
3.0 210
2.0 28
1.0 15
Total Cubic Yards 253
Gabion mattresses and baskets with lengths different from those listed above may be used if the
specified lengths are not readily available. For example, fifteen 6'x 3' x T baskets may be used in
lieu of ten 9' x 3' x 3' baskets. Any such substitutions must be approved by the engineer prior to
assembly and placement. Use of differing lengths at extreme ends of the structure and at other
locations as needed is encouraged to allow "staggering" of the basket layers.
(4) All wire used in the fabrication of the gabions and in the wiring operations during construction shall,
after zinc coating, have extruded onto it a coating of polyvinyl chloride, otherwise referred to as
"PVC". It shall be capable of resisting deleterious effects of natural weather exposure, immersion in
salt water and shall not show any material difference in its initial characteristics.
USDA-NRCS 64-9 Pineview Cemetery
NC-EWP July 2001
(5) Assembly and installation of wire mesh gabions shall be performed in accordance with the
manufacturer's recommendations. Gabion baskets shall be aligned and stretched tightly to provide
neat, uniform lines prior to and during the placement of rock fill. An anchor basket or other massive
- object shall be used to provide the tension necessary to properly stretch the gabion baskets prior to
and during the filling process. It shall be placed on grade and in line downstream from gabions being
filled with rock. Winch pullers (or come alongs) with cables attached to the anchor basket shall be
used to maintain tension on the baskets being installed during the filling process.
(6) Adjacent rows of gabion baskets shall be placed in a staggered fashion which will result in the center
of baskets in one row being approximately over the seam of two adjacent baskets in the lower row.
This will require the use of some differing length baskets. Baskets shall not be disassembled or cut in
order to provide the stagger.
(7) Where gabion baskets do not lie neatly adjacent to each other due to structure alignment, the wire
mesh may be cut or bent to form the irregular shapes necessary to provide positive contact with
adjacent baskets. Where this is done the cut or bent edges of the mesh must not be left loose but shall
be laced securely to another part of the structure as described-in section 5. of this specification,
Assembly and Placement.
(8) Gabion rock fill material shall be sound durable stone obtained from a N.C. Department of
Transportation approved quarry, river stone obtained from the required excavations, or other sources
of equivalent material as approved by the engineer. Suitable stone, removed as a part of the stream
channel and streambank restoration work, may be separated, graded and used as gabion fill material.
Gabion fill stone shall be sound and not excessively weathered. Stone which crumbles shall be
rejected.
(9) Geotextile fabric filter cloth meeting the requirements of Construction Specification 95 shall be placed
beneath and behind all gabion baskets. Edges of adjacent strips of fabric filter cloth shall be
overlapped no less than 18 inches. The upstream strip shall lap over the downstream strip where
vertical seams are required. The higher strip shall overlap the lower strip when horizontal seams are
required. Fabric shall be placed adjacent to the wire mesh gabions and shall be laced to the top edge
of all gabion baskets at intervals of no less than 12 inches prior to placement of any fill material
behind the gabion structure. Where horizontal seams of fabric filter cloth overlap, the uppermost edge
of the inside seam shall be laced to the basket. See Construction Specification 95 - Geotextile, for
details regarding material grade and handling of fabric filter cloth.
(10) Where possible gabion baskets shall be placed against neatly excavated cut slopes. Where backfill is
required, earth and rock fill shall be placed behind all gabion baskets. Fill shall consist of coarse
grained material with no more than 10 percent being larger than 6 inches in diameter and none greater
than 12 inches. Fill material shall be compacted thoroughly using manual directed power tamps
(whacker packer) or other vibratory compaction equipment. Maximum fill between tamping
operations shall be twelve (12) inches.
USDA-MRCS 64-10 Pineview Cemetery
NC-EWP July 2001
(11) Payment shall be made by Method 2. Volume of rock fill shall be computed using the volume per
gabion values shown in paragraph (2) above.

(12) Items which are subsidiary to wire mesh gabions are as follows:
(a) Construction Specification 95 - Geotextile
(b) Construction Specification 21 Excavation
USDA-MRCS 64-11 Pineview Cemetery
July 2001
NC-EWP
CONSTRUCTION SPECIFICATION

95. GEOTEXTILE
SCOPE
This work shall consist of fiirnishing all materials, equipment, and labor necessary for
the installation of geotextiles.
2. UQ ALITY
Geotextiles.shall conform to the requirements of Material Specification 592 and this
specification.
STORAGE
Prior to use, the geotextile shall be stored in a clean dry place, out of direct sunlight,
not subject to extremes of either hot or cold, and with the manufacturer's protective
cover in place. Receiving, storage, and handling at the job site shall be in accordance
with the requirements in ASTM D 4873.
4. SURFACE PREPARATION
The surface on which the geotextile is to be placed shall be graded to the neat lines and
grades as shown on the drawings. The surface shall be reasonably smooth and free o
loose rock and clods, holes, depressions, projections, muddy conditions and standing
or flowing water (unless otherwise specified in Section 7).
5. PLACEMENT
Prior to placement of the geotextile, the soil surface will be inspected for quality
assurance of design and construction. The geotextile shall be placed on the approved
prepared surface at the locations and in accordance with the details shown on the
drawings and specified. The geotextile shall be unrolled along the placement area and
loosely laid (not stretched) in such a manner that it will conform to the surface
irregularities when material is placed on or against it. The geotextile may be folded
and overlapped to permit proper placement in the designated area.
Method 1 The geotextile shall be joined by machine sewing using thread of a material
meeting the chemical requirements for the geotextile fibers or yarn. The sewn overlap
shall be 6 inches and the sewing shall consist of two parallel stitched rows at a spacing
of approximately 1 inch and shall not cross (except for any restitching). The stitching
shall be a lock-type stitch. Each row of stitching shall be located a minimum of 2
inches from the geotextile edge. The seam type and sewing machine to be used shall
produce a seam strength, in the specified. geotextile that, as a minimum, is 90 percent
of the tensile strength in the weakest principal direction of the geotextile being used,
95-1 8/91.
NRCS-NEH-20
when tested in accordance with ASTM D 4884. The seams may be factory or field
,a
sewn.
The geotextile shall be temporarily secured during placement of overlying materials to
prevent slippage, folding, wrinkling, or other movement of the geotextile. Unless
otherwise specified, methods of securing shall not cause punctures, tears or other
openings to be formed in the geotextile.
Method 2 The geotextile shall be joined by overlapping a minimum of 18 inches
(unless otherwise specified), and secured against the underlying foundation material.
Securing pins, approved and provided by the geotextile manufacturer, shall be placed
along the edge of the panel or roll material to adequately hold it in place during
installation. Pins shall be steel or fiberglass formed as a "U", "L", or "T" shape or
contain "ears" to prevent total penetration. Steel washers shall be provided on all but
the "U" shaped pins. The upstream or up-slope geotextile shall overlap the abutting
down-slope geotextile. At vertical laps, securing pins shall be inserted through both
layers along a line through approximately the midpoint of the overlap. At horizontal
laps and across slope laps, securing pins shall be inserted through the bottom layer
only. Securing pins shall be placed along a line approximately 2 inches in from the
edge of the placed geotextile at intervals not to exceed 12 feet unless otherwise
specified. Additional pins shall be installed as necessary and where appropriate, to
prevent any undue slippage or movement of are to be left in place unless otherwise es
Pins
will be held to the minimum necessary.
specified.
Should the geotextile be tom or punctured, or the overlaps or sewn joint disturbed, as
evidenced by visible geotextile damage, subgrade pumping, intrusion, or grade
distortion, the backfill around the damaged or displaced area shall be removed and
restored to the original approved condition. The repair shall consist of a patch of the
same type of geotextile being used, overlaying the existing geotextile. When the
geotextile seams are required to be sewed, the overlay patch shall extend a minimum
of one foot beyond the edge of any damaged area and joined by sewing as required for
the original geotextile except that the sewing shall be a minimum of 6 inches from the
edge of the damaged geotextile. Geote die panels of any d ged lap shall have the
patch extend a minimum of 2 feet from g area.
Geotextile shall be placed in accordance with the following applicable specification
according to the use indicated in Section 7:
a. Slope Protection The geotextile shall not be e?g hours or prgte tebe anchored d from exposure to
protected with the specified covering
ultraviolet light. In no case shall material be dropped on uncovered. geotextile from
a height greater than 3 feet.
95-2 8/91
MRCS-NEH-20
?.c
b. Subsurface Drains The geotextile shall not be placed until drainfill or other
material can be used to cover it within the same working day. Drainfill material
shall be placed in a manner that prevents damage to the geotextile. In no case shall
material be dropped on uncovered geotextile from a height greater than 5 feet.
c. Road Stabilization The geotextile shall be unrolled in a direction parallel to the
roadway centerline in a loose manner permitting it to conform to the surface
irregularities when roadway fill material is placed on it. In no case shall material be
dropped on uncovered geotextile from a height greater than 5 feet. Unless otherwise
specified, the minimum overlap of geotextile panels joined without sewing shall be
24 inches. The geotextile may be temporarily secured with pins recommended or
provided by the manufacturer but they shall be removed prior to placement of the
permanent covering material.
6. MEASUREMENT AND PAYMENT
Method 1 For items of work for which specific unit prices are established in the
contract, the quantity of geotextile for each type placed within the specified limits will
be determined to the nearest specified unit by measurements made of the covered
surfaces only, disregarding that required for anchorage, seams, and overlaps. Payment
will be made at the contract unit price. Such payment will constitute full
compensation for the completion of the work.
Method 2 For items of work for which specific unit prices are established in the
contract, the quantity of geotextile for each type placed within the specified limits will
be determined to the nearest specified unit by computing the area of the actual roll
size, or partial roll size installed. The computed area will include the amount required
for overlaps, seams, and anchorage as specified. Payment will be made at the contract
unit price. Such payment will constitute full compensation for the completion of the
work.
Method 3 For items of work for which specific lump sum prices are established in the
contract, the quantity of geotextile will not be measured for payment. Payment for
geotextiles will be made at the contract lump sum price and will constitute full
compensation for the completion of the work.
All Methods The following provisions apply to all methods of measurement and
payment. Compensation for any item of work described in the contract but not listed
in the bid schedule will be included in the payment for the item of work to which it is
made subsidiary. Such items and the items to which they are made subsidiary are
identified in Section 7 of this specification.
NRCS-NEH-20 95-3 8/91

N
)W-
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Geotextile for Gabion Structures
(1) This item shall consist of furnishing and installing Geotextile materials for slope
protection in conjunction with the construction of wire mesh gabion structures at the
? ineview Cemetery in the City of Rocky Mount.
(2) Geotextile shall be of the Non-woven needle-punched type and shall conform to the
minimum requirements for Class I Non-woven Geotextile.
(3) Geotextile shall be considered subsidiary to Bid Item No. 3, Wire Mesh Gabions.
No separate payment shall be made for Geotextile. Compensation for all materials,
labor and other incidental expenses incurred in furnishing and installing Geotextile
shall be included in payment for Bid Item No. 3, Wire Mesh Gabions.
USDA-MRCS
NC-EWP
95-4
Geotextile
July 2001
M

CONSTRUCTION SPECIFICATION
405. PIPE JOINT REPAIR
1. Scope
The work will consist of the excavation and repair of existing concrete pipe in
locations as shown on the drawings.
2. Materials
Existing pipe sections shall be examined to determine if they are structurally sound.
If individual pipe sections are cracked or significantly deteriorated they shall be
replaced with structurally sound pipe of the same size and type. Replacement pipe
may be used pipe but must be inspected and approved prio'r-to installation.
Geotextile joint wrap shall be new first quality non-woven needle-punched fabric of a
minimum weight of 7.0 ounces per square yard.
3. Excavation and Inspection of Existing Pipe Joints
Disjointed pipe shall be removed in a manner that minimizes damage to the existing
pipe, the adjacent headwall and the paved cemetery road. The excavation trench shall
be as small as possible and neither excavation nor placement of excavated material
shall be performed in a manner that may cause damage to the headwall or paved road.
When the first section of pipe is removed, the joint gap between the second and third
section shall be visually inspected from the inside of the pipe to determine if the
second section is to be removed. If a joint gap of two (2) inches or more is found, or
if there is obvious indication that soil material is migrating into the pipe through the
joint, the second section shall be removed. If the second section of pipe is removed,
this same process shall be followed for the joint gap between the third and fourth
section of pipe. No more than three sections of pipe shall be removed.
4. Replacement of Pipe and Backfill Operation
Prior to replacement of concrete pipe sections, the foundation soils shall be well
compacted using a manually directed power tamp. Geotextile joint wrap shall be
placed on the finished foundation at the location of the joint prior to placement of the
pipe. The pipe shall be placed in such a manner as to minimize the joint gap between.
sections of pipe.
USDA-MRCS
NC-EWP
(405-1)
Pipe Joint Repair
July 2001

5. Geotextile Joint Wrap
All pipe joints shall be wrapped with a non-woven geotextile of a minimum weight of
7.0 ounces per square yard. The geotextile wrap shall be minimum of 24 inches wide
and long enough to wrap around the pipe at least two times (Approximately 7.5 feet
long for 24 inch pipe). The pipe joint shall be wrapped such that it lies in the
approximate center of the width of geotextile. The geotextile wrap shall be tightly
wound around the joint and secured at no less than two places by cord or tape in such
a manner as to hold the wrap in place during filling and compacting operations. The
geotextile_ wrap shall be pulled tightly over the joint and not allowed to sag into the
joint gap. If a significant gap exists at the joint, fill material shall be placed on the
geotextile wrap on either side of the joint to a depth of a minimum of nine (9) inches
before fill material is placed over the joint.
6. Method of Payment
Measurement and payment for pipe joint repair shall be as discussed in Section 7.
below.
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the
construction details therefor are:
a. Subsidiary Item - Pipe Joint Repair
(1) This work shall consist of the removal and replacement of one or more
sections of concrete pipe at the Pineview Cemetery in the location of the rock
headwall at approximately station 2+75 as shown on the Plan View drawing.
(2) The last joint of pipe that outlets into the stream shall be set on a foundation of
rock within the gabion retaining wall as shown in the Retaining Wall Detail
drawing. The last joint of pipe will protrude through the sides of the gabion
basket. A section of wire mesh must be removed from both sides of the
gabion basket to allow the placement of the pipe in the basket. The gabion
basket shall be laced around the pipe to form a neatly fabricated encasement
that will not allow gabion stones to drop out. Gabion rock shall be hand
placed around the pipe to prevent damage to the pipe.
(3) No separate payment shall be made for Pipe Joint Repair. Pipe Joint Repair
shall be subsidiary to Bid Item No. 3 - Wire Mesh Gabions.. Compensation
for all material, labor and other incidental expenses incurred in completion of
this item shall be included. in payment for Bid Item No. 3, Wire Mesh
Gabions.
USDA-NRCS (405-2) Pipe Joint Repair
NC-EWP July 2001
.r.
CONSTRUCTION SPECIFICATION
406. SEEDING AND MULCHING
1. SCOPE
The work shall consist of preparing the area for treatment, furnishing and placing seed,
mulch, fertilizer, inoculate, lime and other soil amendments, and anchoring mulch in
designated areas as specified.
2. MATERIALS
The percent purity and germination or pure live seed shall be no less than shown below.
The quality of all seed must meet the requirements of the North Carolina Seed Law.
'Total Minimum
% Germination
Minimum (Including
% Puri Hard Seed) %PLS
Grasses
- -Tall Fescue 98 85 83.3
Switchgrass 70 50 60.0
Pensacola Bahiagrass 80 70 56.0
Annuals
.. Oats 98 85 83.3
Millet 98 85 83.3
Rye Grain 98 85 83.3
1/ % PLS - Pure live seed, represents a value obtained by multiplying the percent of
purity by the percent germination and dividing by 100.
All seed will be subject to testing by an authorized representative of the North Carolina
Department of Agriculture.
Seed shall not contain more than 5% of other crop seed.
Seed bag tags shall be famished as certification that the seed meets the quality
requirements. If the seed is tested in a commercial laboratory, the original copy of the
test report shall be furnished. No seed will be accepted with a test data of more than nine
(9) months prior to the delivery date to the site. Each type of seed shall.be delivered in
separate sealed' containers and fully tagged unless an exception is granted in writing by
the Contracting Officer.
NRCS-NC
406-1
Rev. 1/01

During handling and storing, the seed shall be cared for in such a manner that it will be
protected from damage by heat, moisture, rodents, or other damaging factors.
The quality of all fertilizer shall comply with the requirements of the North Carolina
Fertilizer Law and with the rules and regulations adopted by the North Carolina Board of
Agriculture in accordance with the provisions of said law, in effect at the time of
sampling. The fertilizer must be the kind stated and must contain at least the percent of
available nitrogen, phosphoric acid and available potash as shown in the grade analysis
and/or invoice. All fertilizer will be subject to sampling and testing by an authorized
representative of the North Carolina Department of Agriculture.
Dry fertilizer shall have been manufactured from cured stock. During handling and
storing, the fertilizer shall be cared for in such a manner that it will be protected against
hardening, caking, or loss of plant food values. Any hardened or caked fertilizer shall be
replaced or pulverized to its original condition before being used.
Limestone shall be agricultural grade ground dolomitic. It shall contain not less than 85
percent of the combined calcium and magnesium carbonates.
The limestone shall be so graded that 100 percent will pass through U.S. Standard 10-
mesh screen, 40 percent will pass through U.S. Standard 100-mesh screen, or other
subsequent grading requirements, rules, and regulations of the North Carolina Lime Law,
adopted by the North Carolina Board of Agriculture, in effect at the time of sampling.
All limestone shall be subject to sampling and testing by an authorized representative of
the North Carolina Department of Agriculture.
During handling and storing, the limestone shall be cared for in such a manner that it will
be protected against hardening or caking. Any hardened or caked limestone shall be
replaced or pulverized to its original condition before being used.
Grain straw mulch shall contain no more than a minimum of grain or foreign seed and be
free from an excessive amount of restricted noxious weeds as defined by the North
Carolina Board of Agriculture at the time of use of the mulch. Also, there shall be
compliance with all applicable state and federal domestic plant quarantines. The mulch
material shall be air dry, threshed, free of clumps, and reasonably light in color. It shall
not be musty, moldy, calved, or otherwise of low quality. The use of mulch that contains
noxious weeds will not be permitted. It must be air dry, threshed, and free of clumps.
Mulch shall be properly stacked to facilitate handling and checking and covered to
prevent damage during inclement weather prior to application.
3. SEEDBED PREPARATION AND TREATMENT
Areas to be treated. shall be dressed to a smooth, firm surface. On sites where equipment
can operate on slopes safely, the seedbed shall be adequately loosened (4 to 6 inches
deep) and smoothed. Disking or disking and cultipacking may be necessary to properly
NRCS-NC 406-2 Rev. 1/01
prepare a seedbed depending on soil and moisture conditions. On sites where equipment
cannot operate safely, the seedbed shall be prepared by hand methods by scarifying to
provide a roughened soil surface so that broadcast seed will remain in place.
If seeding is to be accomplished immediately following construction operations, seedbed
preparation may not be required except on compacted, polished, or on freshly cut soil
surfaces.
Rocks larger than six (6) inches in diameter, trash, weeds, and other debris that will
interfere with seeding or maintenance operations shall be removed or disposed of as
specified in Section 6.
Seedbed preparation shall be discontinued when soil moisture conditions are not suitable
for the preparation of a satisfactory seedbed as determined by the Engineer.
4. SEEDING, FERTILIZING, MULCHING, AND STABILIZING
Seeding- All seeding or sprigging operations shall be performed in such a manner that
the seed are applied in the specified quantities uniformly on the designated areas. Unless
otherwise specified, seeding shall be accomplished within two (2) days after final grading
is completed and approved.
- (1) The work shall consist of applying lime and fertilizer, preparing a seedbed and
seeding to establish permanent vegetation on all disturbed areas. These areas
shall be seeded after all shaping and grading is completed and no further
construction operations that would disturb the seeded area are anticipated.
(2) Seedbed preparation shall consist of shaping all areas so that each area has
positive drainage.
(3) For all areas the work shall be performed in the following sequence:
(a) Initial seedbed preparation.
(b) Uniformly apply limestone and fertilizer. Apply two (2) tons of dolomitic
limestone, one thousand (1,000) pounds of 10-10-10 fertilizer and three
hundred (300) pounds of superphosphate per acre.
(c) Mix fertilizer and lime into the soil by disking or other method approved
by the Engineer. Complete seedbed preparation by smoothing with
appropriate equipment approved by the Engineer.
(d) Seed the plants as specified. A cyclone seeder, drill or.cultipacker seeder
shall be used to apply seed evenly on freshly prepared seedbed. When
seed are broadcast, a cultipacker or other appropriate equipment shall be
used immediately following seeding.
NRCS-NC 406-3 Rev. 1/01
(4) Seeding shall be in accordance with the following table and seeding mixtures and
rates per acre will be governed by the approved dates.
Approved Date Lbs./Ac. Seed Mixture
September 1
to June 15 10 Switchgrass
When seeding is to be performed in the time periods listed below, add the seed
and quantity shown to the mixture above:
February 1 30 Annual Rye Grain
to March 31 30 Oats
April 1 30 Browntop Millet
to August 31
Mulching - Mulches shall be applied uniformly to the designated areas, and shall be
applied to areas seeded not later than two (2) worldrig days after seeding has been
performed. Straw mulch material shall be stabilized within twenty-four (24) hours of
-application by the use of a mulch crimper or equivalent anchoring tool.
(1) The work shall consist of applying three thousand (3,000) pounds per acre of straw
mulch on any or all of the following areas as directed by the Engineer:
(a) Selected disturbed and bare areas when an immediate ground cover is
desirable for minimizing erosion during construction operations.
(b) Graded and bare areas where construction operations are temporarily
suspended. No area of more than one-half contiguous acre in size is to be
left unprotected more than 30 calendar days except areas on which work is
being continuously performed.
(c) Finished and completed areas where a delay in seeding to establish
permanent vegetation is desirable due to weather or seeding conditions.
(d) All areas seeded to permanent vegetation.
(2) The materials shall conform to the requirements of this specification. Delivery
tickets showing quantity and quality of materials shall be furnished the Engineer
prior to using materials.
(3) Mulch materials shall be applied to the land surface in a reasonable uniform
thickness. It is essential to have.uniform distribution of the mulch. Ties from
baled-mulch-materials shall be removed from the site.
NRCS-NC 406-4 Rev. 1/01
(4) Mulch shall be secured to the surface by one of the following methods:
(a) Mulch shall be secured by using a mulch-anchoring tool to press the
mulch into the soil. Pressing plates or blades shall be one-fourth inch
thick and spaced no more than 8 inches apart. Mulch shall be pressed into
the top 2 to 3 inches of the surface without cutting or chopping the mulch.
On compact areas where mulch is to be applied for interim ground
protection preceding seedbed preparation, scarification of the soil surface
prior to mulch application may be necessary to get a minimum of two
inches penetration of the anchoring tool blades.
A weighed vehicle shall be used at the top of slopes 3 to 1 or steeper and
on other areas designated by the Engineer to hold equipment on the
surface during anchoring operations if necessary to prevent roughing up
the surface or seedbed. Equipment operations shall be on the approximate
contour. On sites where equipment cannot safely operate to perform the
work required, hand methods shall be used.
(b) Secure mulch on small areas by other methods as approved by the
Engineer.
5. MEASUREMENT AND PAYMENT
Payment for Vegetation, permanent will be made at the contract unit price. Each area
treated will be measured and the area calculated to the nearest 0.1 acre. Such payment
will constitute full compensation for all labor, equipment, materials, tools, and other
items necessary and incidental to the completion of the work.
Payment for Mulching will be made at the contract unit price. Each area treated will be
measured and the area calculated to the nearest 0.1 acre. Such payment will constitute
full compensation for all labor, equipment, materials, tools, and other items necessary and
incidental to the completion of the work.
NRCS-NC . 406-5 Rev. 1/01
6. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Bid Item No. 5, Vegetation, Permanent
(1) This.item shall consist of providing materials, equipment and labor for seeding all
areasdisturbed by stream restoration activities at the Pineview Cemetery in Rocky
Mount, North Carolina.
(2) Seedbed preparation and seeding shall not be performed within two (2) horizontal
feet of the low flow channel or inside the rock cross vanes.
(3) Approximately three-quarters (.75) of an acre of seeding will be required.
(4) All rocks and stones removed during seedbed preparation shall be placed at the edge
of the low flow channel. Rocks and stones greater that eight (8) inches in diameter
-- -- --- -- shall be buried or pressed into the ground flush with the surface near the edge of the
low flow channel.
(5) All packaging and binding materials associated with the seed, limestone, fertilizer or
other materials shall be retained, collected and removed from the site. No waste
materials or debris are to be buried or burned on the site.
(6) Payment shall be at the contract unit bid price for Permanent Vegetation in
accordance with Section 5. above.
b. Bid Item No. 6, Mulching
(1) This item shall consist of providing materials, equipment and labor for mulching and
anchoring mulch on all areas disturbed by stream restoration activities at the Pineview
Cemetery in Rocky Mount, North Carolina.
(2) Approximately three-quarters (.75) of an acre of mulching will be required.
(3) Mulching shall not be performed within two (2) horizontal feet of the low flow
channel or inside the rock cross vanes.
(4) All mulch shall be anchored using a mulch netting that meets the requirement of
Material Specification 479 - Mulch Netting or Jute Blanket that meets the
NRCS-NC 406-6 Rev. 1/01
requirement of Material Specification 478 - Mulch. The Jute Blanket shall be applied
-? on all mulched areas between the waterline in the stream and two (2) feet horizontally
above the bankfull elevation. Jute Blanket shall be installed in accordance with
construction Specification 444 - Jute Blanket. Mulch netting shall be applied on all
mulched areas not covered by Jute Blanket.
(5) All packaging and binding materials associated with the mulching operation shall be
retained, collected and removed from the site. No waste materials or debris are to be
buried or burned on the site.
(6) Payment shall be at the contract unit bid price for Mulching in accordance with
Section 5. above.

NRCS-NC 406-7 Rev. 1/01
CONSTRUCTION SPECIFICATION
444. JUTE BLANKET
SCOPE
This work shall consist of furnishing, placing, and securing jute blanket in the
designated areas.
.2. LOCATION
The area to be treated shall be as specified in Construction Specification 406 -
Seeding, Bid Item No. 6, Mulching.
3. MATERIALS
The materials shall conform to the requirements of Materials Specification 478.
4. PLACING JUTE BLANKET
A. The jute blanket shall be placed immediately following mulching
operations. The earth surface shall be smooth and free from stones, clods,
.or debris which will prevent the contact of the jute blanket with the mulch.
Jute blanket shall be draped smoothly but loosely over ground surface
without stretching.
B. In waterways, the jute blanket shall be unrolled in the direction of the flow
of water. On slopes greater than 3:1, jute blanket shall be applied
vertically. On stream channel banks, the jute blanket shall be applied
horizontally and shall be unrolled in the direction of the flow of water.
C. Bury the up-channel end of each roll in a trench six inches deep. When
joining two rolls, the up-channel end of new roll shall be placed in trench
six inches deep and the down-channel end of installed roll shall be placed
over the trench in shingle fashion. Overlap shall be 12 inches. The
terminal end shall be turned under six inches and stapled on 12-inch
centers.
D. When two or more lengths of jute blanket are required to be installed side-
by-side to cover an area, they shall overlap four inches. Blanket lengths
installed end-to-end shall overlap four inches with the up-grade section on
top of the lower-grade section.
USDA-NRCS 444-1 Pineview Cemetery
NC-EWP July 2001
E. Each length of jute blanket (48" width) shall be stapled in three rows, i.e.
each edge, and the center. Staples shall be driven vertically into the
ground placed on 3-foot centers in the row. Staples shall also be placed
across the ends spaced on 12-inch centers.
F. Staples shall be machine-made of No. 11 gauge or larger new steel wire
formed into a "U" shape. The size when formed shall not be less than six
inches in length with a throat of not less than one inch in width. The
engineer may require adjustments in the minimum size and gauge of
staples used to fit individual soil conditions.
G. No straw mulch will cover the jute blanket except at the edges.
5. MEASUREMENT AND PAYMENT
This item is subsidiary to Bid Item No. 6, Mulching. Payment for Bid Item No. 6
shall be considered full compensation for all labor, equipment, materials, tools,
and all other items necessary and incidental to the completion of work.
USDA-NRCS 444-2 Pineview Cemetery
NC-EWP July 2001
CONSTRUCTION SPECIFICATION - 461

ROCK CROSS VANE
1. SCOPE
This specification covers the installation of Rock Cross Vanes at locations as shown on the
construction plans and as directed by the engineer.
2. DEFINITIONS
ROCK CROSS VANE - An instream structure constructed by placing angular rock in a shape
that approximates a flattened "V". The vertex of the "V" is flattened and lies
flush with the deepest point in the streambed while the vertical arms of the "V"
extend on a slope to intersect the streambank at the bankfull elevation.. If this - - -
structure is used for grade control, the existing streambed elevation may be
increased by no more than 10 percent of the maximum bankfull depth, unless a
greater increase is provided for in the approved design. (See fig. 1)
VERTEX- The most upstream portion of the rock cross vane where the two sloping side
arms of the structure converge. The vertex is constructed of rock with its
surface at streambed level. The vertex shall not exceed one-third of the width of
the bankfull stream width. The bank angle and the slope of the surface rocks
determine the actual width of the vertex.
BANK ANGLE - The angle, in degrees, at which the side arms of the rock cross vane depart
from the streambank toward the vertex in the middle of the stream. This angle
is usually between 20 and 30 degrees.
SLOPE (of the Surface Rocks) - The slope in percent of the rock surface of the completed rock
cross vane arms. The two arms of the rock cross vane slope upstream and
downward from the bankfull elevation along the streambank to the vertex at the
bottom of the streambed in the center of the stream. This slope is generally
between 5 and 7 percent.
FOOTER ROCKS - The foundation stones of the Rock Cross Vane. The footer rocks axe large
stones that are placed below and just downstream of the surface stones in the
rock cross vane. They are positioned deep enough in the streambed to prevent
them from being undermined by scour from stream flow events at the bankfull
level and greater. They are generally placed well below the streambed and are
placed to provide support for the surface rocks.
SURFACE ROCKS - The rocks which comprise the surface of the rock cross vane. These
stones extend from the bankfull elevation on either side of the streambank to the
USDA-MRCS 461-1 Rock Cross Vane
NC-EWP July 2001
vertex of the rock cross vane. The downward gradient of the surface rocks in
the upstream direction determines the slope of the rock cross vane.
STREAMBANK - The natural or constructed soil, rock or other material which comprises the
horizontal boundary of the streamflow for the various levels of flow in the
stream. Natural streams in good condition normally have established perennial
shrubs and trees on the streambank above the bankfull level
STREAMBED - The natural or constructed soil, rock or other material which comprises the
lower vertical boundary of the stream. Natural streams in good condition have
streambeds of soil or stone that are constantly changing under the dynamics of
stream flow.
BANKFULL - The stream flow level at which the stream channel is formed and maintained.
The term "bankfull" should not be confused with "the top of the bank". For
most streams which have departed from the optimum natural condition the
"bankfull" level is at some point below the conventional "top of bank". Persons
who have received training in Natural Stream Channel evaluation shall identify
the bankfull elevation.
THALWEG - The deepest part of the channel where the highest channel velocities occur.
ENGINEER - The USDA-NRCS and/or SWCD person(s) who are assigned to provide
construction inspection on the job and who have appropriate construction
approval authority for Practice Standard 580, Streambank and Shoreline
Protection for the specific size and type of structure.
3. EQUIPMENT
• A hydraulic excavator (trackhoe) with a hydraulic "thumb" is highly recommended for use in
handling and installing the rocks
• All required safety equipment shall be available during construction. Safety equipment
includes but is not limited to hard hats, gloves, and eye and hearing protection.
4. SUPERVISION
The engineer must be on-site to supervise and inspect each operation as it is performed. No
work, which is covered by this specification, shall be performed in the absence of the engineer
except as approved by the engineer. The work shall be conducted as directed by the engineer.
The engineer shall be notified a minimum of 24 hours before installation is performed.
USDA-NRCS
NC-EWP
461-2
Rock Cross Vane
July 2001
5. INSTALLATION
• The engineer shall place markers in the streambed to establish the location of the most
upstream rocks in the vertex of the structure. The location of these markers shall be based on
the planned angle from banldull and the planned slope of the structure. These marker will
provide a visual reference for installation of the arms of the structure at the proper angle and
on the proper grade. .
• Holes for footer rocks shall be excavated in the streambed at the location, elevation and
orientation as directed by the engineer.
• Footer rocks of the size and shape as directed by the engineer shall be installed in the hole.
Multiple,footer rocks may be required, at the discretion of the engineer or as provided for in
the approved plan.
• Surface rocks of the size and shape as directed by the engineer shall be installed on top of the
footer rocks.
• Streambed material will be removed as directed by the engineer if it is required to move the
thalweg of the stream to the point of the structure.
• Streambed material shall be placed on the upstream side of the structure near the bank.
6. FIGURES
Figures included in this specification illustrate the placement and orientation of the instream rock
- --- - - structures included in the plan. Figures are as follows:
Figure 1 - Rock Cross Vane
Photograph of newly constructed Rock Cross Vane
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction
details therefore are:
a. Bid Item No. 4 - Rock Cross Vane
(1) This item shall consist of the construction of five (5) rock cross vane structures at the
Pineview Cemetery site on a un-named tributary to Cowlick Branch in the City of Rocky
Mount in Edgecombe County at the locations as shown on the construction drawings and
as directed by the Engineer.
(2) Details of four (4) of the rock cross vanes are shown on the Plan/Profile Sheets in the
drawings. These details show the location and elevation of the vertex of each of the four
rock cross vanes. The fifth rock cross vane is to be constructed. downstream of the
second culvert road crossing as shown on the Plan View in the drawings at approximate
Station 0-60. Details for the fifth and most downstream rock cross vane are not shown.
It shall be identical in size.and.shape as the upstream rock cross vanes with its vertex
USDA-NRCS 461-3 Rock Cross Vane
NC-EWP July 2001
flush with the natural bottom of the streambed. It shall be constructed only after the other
rock cross vanes are completed.
(3) Stone used in the construction of rock cross vane structures shall meet the requirements
of Material Specification 523 - Rock for R.iprap. Stones shall weigh a minimum of 250
pounds with no stone over 1000 pounds. Stone shall be a minimum of 12 inches thick
across the narrowest axis and no more that 48 inches along the longest axis.
Approximately 150 stones in this size range will be required in the construction of each
rock cross vane.
(4) Footer rocks shall be placed below all surface rocks and shall extend a minimum of 18
inches below the grade lines for the completed streambed and streambank as shown on
the profiles in the drawings. Footer rocks shall be positioned in a manner so as to provide
support for the surface rocks and to lock the surface rocks in place against movement in
the downstream direction.
(5) The angle of departure of the side arms of the rock cross vane from the bankfull
streambank shall be 20 degrees.
(6) The slope of the completed rock cross vane surface rocks shall be 8 percent from its
intersection with the bankfull streambank to its vertex in the streambed upstream.
(7) The vertex of the cross vane shall be approximately 4.6 feet wide and centered in the
middle of the streambed. Surface rocks in the vertex shall be flush with the surface of
the streambed at the elevations as shown on the profiles in the drawings.
(8) A rock sill shall be constructed at the downstream end of the rock cross vane at the point
where it intersects the bankfull elevation on the streambank. The rock sill shall be an
extension of the rock cross vane and shall extend into the streambank at right angles to
the stream flow. The rock sill shall extent a minimum of five (5) feet into the streambank
from the end of the rock cross vane and shall be constructed of the same rock and in the
same manner as the main body of the rock cross vane. The sill will not be necessary on
the right side of the stream where the rock cross vane intersects with the existing rock
headwall and the planned wire mesh gabion structure.
(9) All excess or unusable stone associated with installation of these structures shall be
removed from the site and disposed of at an approved location or buried below the
bankfull elevation in the streambed under the supervision of the Engineer.
(10) Equipment shall be operated from the streambankc whenever possible. Equipment
that appears to be leaking fluids shall be removed to a safe site away from the stream
corridor until it is repaired and confirmed that no leaks exist.
(11) Payment will be made at the contract unit bid price for each rock cross vane
constructed according to this specification. Payment at the contract unit bid price for
each structure will constitute full compensation for all materials, equipment, tools and
labor necessary for the completion of the work.
USDA-NRCS 461-4 Rock Cross Vane
NC-EWP July 2001
b. Subsidiary Items
Items that are subsidiary to Rock Cross Vane are as follows:
(1) Construction Specification 21 - Excavation
Bank
Angle
20 degrees
_ Slope
8 percent
Rock
Sill` --
Cross Vane
Cross Section
Cross Vane
Plan View
Figure 1
(after Rosgen)
USDA-NRCS 461-5 Rock Cross Vane
NC-EWP July 2001
M
i

F=i
C173
0
C'n
USDA-NRCS 461-6 Rock Cross Vane
NC-EWP July 2001
CONSTRUCTION SPECIFICATION - 482
NATURAL CHANNEL AND STREAMBANK RESTORATION
1. SCOPE OF WORK
This work shall consist of grading, excavation and filling to restore the stream channel to a natural
pattern, dimension and profile in accordance with the profiles and cross sections in the plan drawings.
2. MANNER OF CONSTRUCTION
Excavation will be done in a manner which will minimize sedimentation in the stream channel.
When possible, the excavated material will be pulled to the streambank for loading.
Disposal of excess spoil and other construction waste and debris shall be in accordance with any
applicable state and/or local regulation, law or ordinance. Disposal shall be in locations and in the
manner specified in section 7 of this specification. Burning or burying of materials on-site shall not
be permitted except as specifically provided in section 7 of this specification.
3. EQUIPMENT OPERATOR PERFORMANCE
Equipment operators shall be experienced and competent in the use of the equipment to which they
are assigned. They shall be expected to demonstrate a level of proficiency with the equipment that
enables them to be productive in all aspects of the restoration work. Operators who are not familiar
with natural stream restoration structures may have initial difficulty in developing efficient
construction technique for these structures. Close consultation with construction inspectors and the
engineer may be necessary during initial construction for operators to develop an understanding of
these structures.
4. ENVIRONMENTAL CONSIDERATIONS
Earth moving equipment will cross and operate in the stream flow only when necessary and only
when directed to do so by the construction inspector. Equipment shall be maintained to prevent fuel,
oil and lubricant spills in the vicinity of the stream. Refueling, repairs and lubrication will be
performed at safe distances from the stream and only at locations approved by the construction
inspector. Should fuel leaks, oil leakage or hydraulic pipe rupture occur during construction; the
operators will immediately remove the equipment to a "safe" area well away from the stream and
proceed with repairs. Construction inspectors will direct operators to remove equipment from the
stream whenever a leak is observed or suspected.
5. SAFETY CONSIDERATIONS
At work sites, where equipment will be operating on public roads, flagmen shall be stationed to warn
oncoming traffic of congestion, construction road signs shall be in place and a means of removing
sediment, mud or rocks from roadways shall be established.. Residue deposited on roadways may be
removed by sweep machine, manual sweeping methods or pressurized water. The contractor will be
responsible for the implementation of these measures.
USDA-MRCS (482-1) Natural Stream Restoration
NC-EWP June 2001
6. METHOD OF PAYMENT
Measurement and payment for Natural Stream Restoration is lump sum for the item(s) described.
Such payment shall be considered full compensation for all labor, equipment, tools, materials, and
other items necessary and incidental to the completion of the work.
7. ITEMS OF WORK AND CONSTRUCTION DETAILS
Items of work to be performed in conformance with this specification and the construction details
therefor are:
a. Bid Item No. 2 - Natural Stream Restoration
(1) Thiswork shall consist of the restoration of the natural channel alignment and associated
grading of the streambank perimeter on a section of an un-named tributary to Cowlick
Branch at the Pineview Cemetery in the City of Rocky Mount in the location shown on the
Site Location Map and to the lines and grades as shown in the drawings.
(2) The contractor shall coordinate construction activities with the Pineview Cemetery
Supervisor to minimize conflict with funeral activities. Construction crewmembers are
expected to conduct themselves and operate their equipment in a manner that shows courtesy
and respect for those who visit within the cemetery or are involved in funerals during the
period of construction activity.
(3) Construction shall be to the neat lines and grades shown in the construction drawings.
Cross-section details are provided in the drawings to show the finished grades of the channel
at representative sections of the stream channel. Cross-section stations are measured from
the invert inlet of the six-foot CMP culvert under the lower road crossing as shown on the
Plan View of the drawings. Stations begin at 0+00 at this culvert and increase upstream in
straight lines between consecutive cross-sections measured to the center (thalweg) of the
channel at each cross-section.
(4) The low flow area of the existing channel shall not be disturbed except in locations as
specified in the drawings. The natural curvature and alignment of the low flow channel and
the adjacent vegetation shall be preserved in areas where no excavation or filling is specified.
(5) All finished grading shall be within ±0.2 feet of the grades shown in the drawings.
Horizontal channel alignment shall be within ±1.0 feet of the alignment shown in the
drawings. Where it is necessary to modify the low flow channel, it shall be reconstructed to
a wide of ±3.0 inches of the width of the original low flow channel. In previously excavated
reaches where no low flow channel exists, construct a low flow channel 24 inches wide and a
minimum of 9 inches deep. The constructed low flow channel shall be constructed on a
gentle curve within the bankfull channel and shall end at and coincide with the location of
the vertex of the rock cross vanes.
(6) Fine grading at the perimeter of the work area shall be completed in a manner that prevents
concentrations of surface runoff from flowing across newly disturbed areas. A low berm
shall be constructed between the most upstream two rock cross vanes as shown on the Plan
View in the drawings. This berm will direct surface runoff to the two rock'riprap outlets at
USDA-NRCS (482-2) Natural Stream Restoration
NC-EWP June 2001
the lower end of the two rock cross vanes. Similar grading shall be performed in the area of
the most downstream Rock Riprap Outlet just below the second culvert road crossing.
Grading in this area shall be performed in a manner that directs all surface water in the area
to the left of the stream into the Rock Riprap Outlet.
(7) Excess spoil shall be disposed of off-site at a location provided by the contractor or at the site
stipulated within the Special Provisions of the contract.
(8) All construction debris including materials packaging, oil and grease containers, and other
consumer waste products shall be gathered up and properly disposed of on a daily basis. No
burning or burying of waste on-site shall be permitted.
(9) Measurement and method of payment shall be as discussed in paragraph 6 of this
specification.
b. Subsidiary Items
Items that are subsidiary to Natural Channel Restoration are as follows:
(1) Construction Specification 21- Excavation
USDA-NRCS (482-3) Natural Stream Restoration
NC-EWP June 2001
MATERIAL SPECIFICATIONS
479. MULCH NETTING
1. SCOPE
This specification covers the quality of mulch netting used to bold
mulch in place for erosion control and for protection of seeded
areas.
2. QUALITY
The mulch netting shall be 45 inches or more in width. It shall
be of a tightly twisted cotton, paper, plastic or other similar
approved non-metallic fabric having a minimum mesh size of 1/2-inch
by 1/2-inch and a maximum size of 1-1/2 inch by 1-1/2 inch.
Paper and cotton yarns must be treated for milder resistance.
SCS-N.C. (479-1) 6/84

'MATERIAL SPECIFICATION
418 MULCH
1. "SCOPE
This. specification covers the quality of-mulch.used for erosion
.,control and.for protection of seeded areas.
2. - UQ ALITY
Quality of the mulch will conform to the specifications as follows:
a. Grain Straw and Tame Hay - Mulches shall contain no more than a
minimum of grain or foreign seed and he free from an excessive
amount of ryegrass and restricted noxious weeds as defined by
the North Carolina Board of Agriculture at the time of use of
the mulch; also, there shall be compliance with all applicable
state and federal domestic plant quarantines. Mulch must not be
rotted, molded, or otherwise damaged. It must be air dry,
threshed, and free of clumps. Straw or hay mulch cut with a
rotary type cutter will not be acceptable.
b. Wood Cellulose Fiber - Air dry, nontoxic, and containing no
growth inhibiting factors, for use with hydraulic seeding
equipment.
c. Jute Blanket - Shall be of a uniform open plain weave of single
jute yarn, 48" in width plus or minus 1". The yarn shall be of
a loosely twisted construction and shall not vary in thickness
by more then one-half its normal diameter. There shall be 78
warp ends, plus or minus 2, per width of the mating; 41 weft
ends, plus or minus 1, per linear yard; and the weight shall
average 1.22 pounds per linear yard of the mating with a
tolerance of plus or minus 5 per cent.
d. Excelsior Blanket - Excelsior blanket shall be a machine
produced mat or blanket or curled wood excelsior with at least
75 per cent of the fibers having a minimum length of 8". It
shall be 36" or 48" in width, plus or minus I"; have minimum
thickness of Y'; and weight shall average 0.80 pounds per square
yard of mating with a tolerance of plus of minus 5 per cent.
The excelsior mating shall be covered on the top side with a
woven fabric consisting of either twisted paper cord, cotton
cord, or plastic cord having a minimum mesh size of I" x I", and
a maximum mesh size of 1Y" x 3".
SCS-NC (478-1) 4/84
x
e. Erosion Control Fabric.- Shall.be a knitted construction
polypropyl yarn with uniform mesh interwoven with paper. The
uniform mesh shall be a minimum of 3/8" and a maximum of 3/4".
The yarn shall be photodegradable in a maximum of 6 months but
shall not be photo degradable the first 3 months after
installation. The paper shall be biodegradable in 45 days but
shall not be biodegradable the first 21 days after installation.
The erosion control fabric shall weigh approximately .2 pounds
per square yard and must not vary more than + 1/2 ounce per
square yard. It shalt be 60", 120" or 180" wide and contain a
minimum of 200 square yards per roll. It shall be packaged in
bags that provide protection from sun, wind, and water for a
minimum of 90 days in outside storage.
3. HANDLING AND STORAGE
Mulch shall be properly stacked to facilitate handling and checking
and covered to prevent damage during inclement weather prior to
application.
SCS-NC (478-2) 4/84

MATERIAL SPECIFICATION
523. ROCK FOR RIPRAP
1. SCOPE
This specification covers the quality of rock to be used
in the construction of rock riprap.
2. QUALITY
Individual rock fragments shall be dense, sound and free
from cracks, seams and other def ects conducive to
accelerated weathering. Except as otherwise specified,
the rock fragments shall be angular to subrounded in
shape. The least dimension of an individual rock
fragment shall be not less than one-third the greatest
dimension of the fragment.
Except as otherwise provided, the rock shall be tested
and shall have the following properties:
a. Rock Type 1
1. Bulk Specific Gravity (saturated surface-dry
basis) . Not less than 2.5 when tested in
accordance with ASTM C 127 on samples
prepared as described for soundness testing.
2. Absorption . Not more than 2 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3. Soundness The weight loss in five (5) cycles
shall not be more than ten (10) percent when
sodium sulfate is used or more than fifteen
(15) percent when magnesium sulfate is used.
b. Rock Type 2
1. Bulk Specific Gravity (saturated surface-dry
basis) . Not less that 2.5 when tested in
accordance with ASTM C 127 on samples prepared
as described for soundness testing.
2. Absorption . Not more than 2 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3. Soundness . The weight loss in five (5) cycles
shall be not more than Twenty (20) percent when
sodium sulfate is used or more than twenty-five
(25) percent when magnesium sulfate is used.
NRCS 523-1 1/97
e
c. Rock Type 3
1. Bulk Specific Gravity (saturated surface-dry
basis) . Not less than 2.3 when tested in
accordance with ASTM C 127 on samples
prepared as described for soundness testing.
2. Absorption . Not more than 4 percent when
tested in accordance with ASTM C 127 on samples
prepared as described for soundness testing.
3;. Soundness-. The weight loss in five (5) cycles
shall be not less than twenty (20) percent when
sodium sulfate is used or more than twenty-five
(25) percent when magnesium sulfate is used.
3. METHODS OF SOUNDNESS TESTING
a. Rock Cube Soundness . The sodium or magnesium
sulfate soundness test for all rock Types (1, 2, or
3) shall be performed on a test sample of 5000 ± 300
grams of rock fragments, reasonably uniform is size
and cubical in shape and weighing, after sampling,
approximately 100 grams each. They shall be
obtained from rock samples that are representative
of the total rock mass, as noted in ASTM D 4992, and
that have been sawed into slabs as described in ASTM
D 5121. The samples shall further be reduced in
size by sawing the slabs into cubical blocks. The
thickness of the slabs and the size of the sawed
fragments shall be determined by the size of the
available test apparatus and as necessary to
provide, after sawing, the approximate 100 gram
samples.
Due to internal defects, some of the cubes may break
during the sawing process or during the initial
soaking period. Do not test any of t he cubes that
break during thi s preparatory process. Such
breakage, including an approximation of the
percentage of cubes that break, shall be noted in
the test report.
After the sample has been dried, following
completion of the final test cycle and washed to
remove the sodium sulfate or magnesium sulfate, the
loss of weight shall be determined by subtracting
from the original weight of the sample the final
weight of all fragments which have not broken into
three or more fragments.
The test report shall show the pence ntage loss of
the weight and the results of the qualitative
examination.
NRCS 523-2 1/97
r
b. Rock Slab Soundness-. When specified, the rock shall
also be tested in accordance with ASTM D 5240.
1. For projects located north of the Number 20
Freeze-Thaw Severity Index Isoline (Map below
approximates the map located in ASTM D 5312):
Unless otherwise specified, the average percent
weight loss for Rock Type 1 shall not exceed
20 percent when sodium sulfate is used or 25
percent when magnesium sulfate is used, and for
Rock Types 2 and 3, the average percent weight
loss shall not exceed 25 percent for sodium
sulfate soundness or 30 percent for magnesium
sulfate soundness.
2. For projects located south of the Number 20
Freeze-Thaw Severity Index Isaline, unless
otherwise specified, the average percent weight
loss for Rock Type 1 shall not exceed 30
percent when sodium sulfate is used or 38
percent when magnesium sulfate is used, and for
Rock Types 2 and 3, the average percent weight
loss shall not exceed 38 percent for sodium
sulfate soundness or 45 percent for magnesium
sulfate soundness.
Map of the Conterminous United States
Showing the Number 20
Freeze-Thaw Severity Index Isoline
Adapted from ASTM D 5312
4. FIELD DURABILITY INSPECTION
NRCS 523-3 1/97
:r

Rock that fails to meet the material requirements stated
above in a, b, or c (if specified), may be accepted only
if similar rock from the same source has been
demonstrated to be s ound after five (5) years or more of
service under conditions of weather, wetting and drying,
and erosive forces similar to those anticipated for the
rock to be installed under this specification.
A rock source may be rejected if the rock from that
source deteriorates in three (3) to five (5) years under
similar use and exposure conditions expected for the rock
to be installed under this specification, even though it
meets the testing requirements stated above.
Deterioration is defined as the 1 oss of more than one-
quarter (1/4) of the original rock volume,-or severe
cracking that would cause a block to split. Measurements
of deterioration are taken from linear or surface area
particle counts to determine the percentage of
deteriorated blocks. Deterioration of more than 25
percent of the blocks shall be cause for rejection of
rock from the source.
5. GRADING
The rock shall conform to the specified grading limits
after it has been placed within the matrix of the rock
riprap. '
NRCS
523-4
1/97
,r
0-
1 . SCOPE
592. GEOTEXTILE
This specification covers the quality of geotextiles.
2. GENERAL REQUIREMENTS
Fibers (threads and yarns) used in the manufacture of
geotextile shall consist of synthetic polymers composed
of a-,minimum of 85 percent by weight polypropylenes,
polydsters, polyamides, polyethylene, polyolefins, or
polyvinylidene-chlorides. They shall be formed into a
stable network of filaments or yarns retaining
dimensional stability relative to each other. The
geotextile shall be free of defects and conform to the
physical requirements contained in Tables 1 and 2. The
geotextile shall be free of any chemical treatment or
coating that significantly reduces its porosity. Fibers
shall contain stabilizers and/or inhibitors to enhance
resistance to ultraviolet light.
Thread used for factory or field sewing shall be of
contrasting color to the fabric and made of high strength
polypropylene, polyester, or polyamide thread. Thread
shall be as resistant to ultraviolet light as the
geotextile being sewn.
3. CLASSIFICATION
Geotextiles shall be
to place the threads
geotextiles will be
below:
a. Woven. Fabrics
interweaving of
directions.
classified based on the method used
or yarns forming the fabric. The
grouped into the types described
formed by the uniform and regular
the threads or yarns in two
Woven fabrics shall be manufactured from
monofilament yarn formed into a uniform pattern with
distinct and measurable openings, retaining their
position relative to each other. The edges of
fabric shall be selvedged or otherwise finished to
prevent the outer yarn from unraveling.
b. Non-woven.
threads in
bonding, or
NRCS-NEH-20
MATERIAL SPECIFICATION
Fabrics formed by
a mat and bonded by
needle punching.
592-1
a random placement of
heat-bonding, resin-
10/98
i
Non-woven fabrics shall be manufactured from
individual fibers formed into a random pattern with
distinct but variable small openings, retaining
their position relative to each other when bonded by
needle punching, heat, or resin bonding. The use of
non-wovens, other than the needle punched
geotextiles, is somewhat restricted (see Note 3 of
Table 2).
4. SAMPLING AND TESTING
The geotextile shall meet the specified requirements
(Table-I or 2) for the product style shown on the label.
Product properties as listed in the lastest edition of
the "Specifiers Guide", Geotechnical Fabrics Report,
ADDRESS: Industrial Fabrics Association International,
1801 County Road BW, Roseville, MN 55113-4061; and that
represents minimum average roll values,'-will be
acceptable documentation that the product style meets the
requirements of these specifications.
For products that do not appear in the above directory,
or do not have minimum average roll values listed,
typical test data from the identified production run of
the geotextile will be required for each of the specified
tests (Table 1 or 2) as covered under clause AGAR
452.236-76.
5. SHIPPING AND STORAGE
The geotextile shall be shipped/transported in rolls
wrapped with a cover for protection from moisture, dust,
dirt, debris, and ultraviolet light. The cover shall be
maintained undisturbed to the maximum extend possible
prior to placement.
Each roll of geotextile shall be labeled or tagged to
clearly identify the brand, Class and the individual
production run in accordance with ASTM D 4873.
NRCS-NEH-20 592-2 10/98
TABLE 1. REQUIREMENTS FOR WOVEN GEOTEXTILES
Property Test Method Class I Class II & III Class IV
Tensile Strength ASTM D 4632 200 minimum in any 120 minimum in any 180 min. in
(pounds) 1/ Grab Test principal direction principal direction any principal
direction
Bursting Strength ASTM D 3786 400 minimum 300 minimum NA
(psi) 1/ Diaphragm Tester
Elongation at Failure ASTM D 4632 <50 <50 <50
(percent) 1/ Grab Test
Puncture ASTM D 4833 90 minimum '60 minimum 60 minimum
(pounds) 1/
Ultraviolet Light ASTM D 4355 70 minimum 70 minimum 70 minimum
(percent residual 150-hours
tensile strength) exposure
Apparent Opening ASTM D 4751 As specified or a As specified or a As specified
Size_(AOS)_ minimum # 100 21 minimum # 100 2/ or minimum
# 100 2/
Percent Open Area CWO-02215-86 4.0 minimum 4.0 minimum 1.0 minimum
(percent)
Permitivity sec-' ASTM D 4491 0.10 minimum 0.10 minimum 0.10 min.
1/ Minimum average roll value (weakest princi pal direction).
2/ U. S. Standard Sieve Size.
NOTE: CWO is a USACE reference.
NRCS-NEH-20 592-3 10/98
r'
TABLE 2. REQUIREMENTS FOR NON-WOVEN GEOTEXTILES
Property Test Method Class I Class II Class III Class IV 3/
Tensile Strength ASTM D 4632 180 minimum 120 minimum 90 minimum 115 min.
(pounds) 1/ Grab Test
Bursting Strength -;ASTM D 3786 320 minimum 210 minimum 180 minimum NA
(psi) 1/ Diaphragm Tester
Elongation at Failure ASTM D 4632 >-50 >>-50 >-50 >-50
(percent) 1/
Puncture (pounds) ASTM D 4833 80 minimum 60 minimum 40 minimum 40 minimum
Ultraviolet Light ASTM D 4355 70 minimum 70 minimum 70 minimum 70 minimum
(percent residual 150-hours exposure
tensile strength)
--Apparent Opening Siz e ASTM D 4751 As specified As specified As specified As specified
_ - __ __ ._ (AOS)_ max. # 40 2/ max. # 40 2/ max. # 40 2/ max. # 40 21
Permittivity sec-' ASTM D 4491 0.70 minimum 0.70 minimum 0.70 minimum 0.10 min.
11 Minimum average roll value (weakest principal direction)
2/ U. S. Standard Sieve Size.
3/ Heat-bonded or resin-bonded geotextile may be used for Class III and IV. They are particularly well suited
for Class IV. Needle-punched geotextiles are required for all other classes.
NRCS-NEH-20 .592-4 10/98
Operation and Maintenance Plan
Pineview Cemetery Site
Rocky Mount, North Carolina
Streambank Stabilization Measures
Emergency Watershed Protection Program
USDA - Natural Resources Conservation Service
June 2001
The streambank stabilization measures proposed at the Pineview Cemetery Site in Rocky
Mount have been planned and designed using natural stream stabilization techniques.
The resulting stream channel will remain stable and will perform its function with little or
no maintenance provided the natural course of the stream is not disturbed and vigorous
vegetation is maintained in the riparian area. Minor adjustments of channel alignment
may occur after the first few high water events. Such adjustments are normal and are
expected. If areas of excessive streambank erosion occur contact the Edgecombe County
Soil and Water Conservation District for assistance.
The following recommendations and cautions are offered to the management staff of the
Pineview Cemetery in order to insure the proper function of the natural channel. These
recommendations may equally be applied to other stream reaches controlled by the
Rocky Mount Parks and Recreation Department to reduce streambank erosion and
maintenance expenses.
1 Do not mow or trim grass in the stream channel or on the streambanks. Allow
vegetation to grow naturally to at least a height of 12 inches within these areas.
Occasional mowing with a sickle blade mower or other mechanized or hand
equipment to trim higher growing grasses or shrubs may be permitted if vegetation
gets too big and becomes unsightly.
2. Do not mow or trim grass lower than 3 inches in height in any area where water flow
is concentrated as it moves toward the stream. Grass that is cut too low will suffer
and thin considerable during dry, hot weather and will not provide protection against
soil erosion. Maintain grass in the stream corridor and adjacent areas as high as
aesthetically possible.
3. Do not cast mowing clippings, brush or other waste material into the stream corridor.
A heavy layer of mowing clippings will begin to compost and will kill underlying
vegetation. Mowing clippings can be lightly broadcast over the vegetation in the
stream corridor, but should never be piled up on vegetation.
(more)
J
4. Avoid the use of herbicides within-the stream corridor area. If it is necessary to
control brushy or woody growth, cut it back once or twice each year and dispose of
the cuttings at an off-site location. Shrubs and trees will help to stabilize the stream
area and should not be eliminated altogether.
5. Apply fertilizer twice annually to the vegetation in the stream corridor area. Make .
application of approximately 400 pounds of 10-10-10 or equivalent fertilizer between
February 15 and April 1 and again between September 1 and October 15. Do not
apply fertilizer on bare soil or within five (5) feet of the active channel.
6. Immediately repair any areas of streambanlc erosion that results from concentrations
of surface Water running over the streambanlc and into the stream. Divert these
concentrations of surface water to a more stable streambanlc area or install a pipe
culvert or drop box as necessary. Revegetate the eroding area by seeding or
placement of sod mats.
7. Maintenance personnel should be trained to manage stream corridor sites and
adjacent areas differently at all times during the year. A system should be established
that will assure that all persons engaged in mowing and managing the grass in these
areas are fully aware of the special conditions that are to be applied.
8. Inspect the stream corridor after every significant high flow event. If excessive
erosion or sedimentation has occurred, contact the Edgecombe Soil and Water
Conservation District for assistance in making appropriate repairs in a timely manner.
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III-1 I I-1 I I-1 I I-1 I I-1 I I-1 11=1
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I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I=1
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