20021662 Ver 1_COMPLETE FILE_20021010

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Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
blip://www.saw.usace.q=.mil/wetlands/Penn app.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.gM.mil/wetlands/relztour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ`s? 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
4.
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 13
CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (CAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http•//www saw.usace.gM.mil/wetlands/pMfinalFedReg.pdf.
Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http•//h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 13
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No.
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: NWP 12
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: ?
H. Applicant Information
1. Owner/Applicant Information
Name: City of Greensboro
Mailing Address: P O Box 3136
Greensboro, NC 27402-3136
Telephone Number: 336-373-2895 Fax Number: 336-412-6305
E-mail Address: kevin easonQci ueensboromc.us
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: Thomas L. Frederick
Company Affiliation: Finkbeiner Pettis & Strout. Inc.
Mailing Address: One Centerview Drive, Suite 208
Greensboro NC 27407
Telephone Number: 336-292-2271 Fax Number: 336-855-5648
E-mail Address: ThomasFrederick@fpsen ing eering: com
Page 3 of 13
M. 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: McKnight Mill Road Force Main
2. T.I.P. Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): See Attached Exhibit A
4. Location
County: Guilford Nearest Town: Greensboro
Subdivision name (include phase/lot number): See Attached Exhibit A
Directions to site (include road numbers, landmarks, etc.): See Attached Exhibit A
5. Site coordinates, if available (UTM or Lat/Long): See Attached Exhibit A
(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:
See Attached Exhibit A
7. Property size (acres): See attached Exhibit A
8. Nearest body of water (stream/river/sound/ocean/lake): See Attached Exhibit A
9. River Basin: Cape Fear
(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/mgps/.)
Page 4 of 13
10. Describe the purpose of the proposed work: New 10" sanitary sewer force main and 12"
gravity sewer line from proposed McKnight Mill Road sewer pump station to existing 15"
sanitary sewer outfall at McKnight Mill Road and Sixteenth Street
11. List the type of equipment to be used to construct the project: Construction equipment
for utility construction to include trackhoes dumb trucks service trucks trenching and
shoring equipment
12. Describe the land use in the vicinity of this project: Land uses consists mostly of
residential with some agricultural and forested land. Also schools and churches in vicinity
of project
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.
No prior permits or applications for this project
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: There may be additional sanitary sewer mains connecting to the proposed pump
station.
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 of 13
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***
N/A

List each impact separately and taennty temporary impacts. impacts mciuae, nut are not imntea to: mecuatttzeu clearing, gratnng, nn,
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 littp://wAw.fema.gov
*** 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 Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
indicate on ma linear feet Before Impact leasespecify)
Excavation,
Site 1 backfdling, rip 20 UT of North Buffalo loft Perennial
rap channel Creek
stabilization
Excavation,
Site 2 backfilling, rip 20 UT of North Buffalo 7 ft Perennial
rap channel Creek
stabilization
Excavation,
Site 3 backf"illing, rip 20 UT of North Buffalo loft Perennial
rap channel Creek
stabilization
Page 6 of 13

Site 4 Excavation,
erosion control
matting, seeding
(impacts top of
streambank only)

0
UT of North Buffalo
Creek

loft

Perennial

* 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.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.majquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody

(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
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.
Page 7 of 13

Site 4 Excavation,
erosion control
matting, seeding
(impacts top of
streambank only)

0
UT of North Buffalo
Creek

loft

Perennial

* 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.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.t2pozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbod
y
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, cean, etc.
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
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.
Page 7 of 13
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
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.
Sewer force main follows existing public rights-of a wy to the extent practicable. Proposed
stream crossings are adjacent to hi iway rights-of-way.
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
Page 8 of 13
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
htt-p://h2o.enr.state.nc.us/newetlands/strmszide.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.
There are no permanent affects from this project and steps will be taken to minimize
temporary affects. Such steps include minimizing the impact area as shown on plans
attached, requiring installation and maintenance of erosion control measures for channel
stabilization, requiring cofferdams be constructed during pipe laying across stream bed to
prevent sediment carryover to stream, requiring temporary diversion ditches and sediment
trapping_ just upslope of the edge of the stream bank oin each side, prohibiting sidecast of
trench excavation within the stream channel, and requiring restoration to preconstruction
contours.
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 hqp://h2o.enr.state.nc.us/w:p/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): N/A
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?
Page 9 of 13
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 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify V
Yes ? No ? If you answered "yes", provide the following information:
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.
Zone* (s uImpct are feet) Multiplier
Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from 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.
Page 10 of 13
M. 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.
XH. 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.
XHL Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 211.0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No ?
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).
z3 s dv
pp cant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page I I of 13
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell Union
US Army Corps of Engineers Avery Clay Jackson Polk Watauga
151 Patton Avenue Buncombe Cleveland Lincoln Rowan Yancey
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 Wilson
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes Yadkin
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 Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
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
US Fis
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
h and Wildlife Service / National M
US Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
Division of Coastal Management
1638 Mail Service Center
[arine Fisheries Service
National Marine Fisheries Service
Habitat Conservation Division
Pivers Island
Beaufort, NC 28516
Telephone: [phone]
North Carolina State Agencies
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
CAMA and NC Coastal Counties
Beaufort Chowan
Bertie Craven
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 276994617
Telephone: [phone]
Fax: [phone]
Hertford Pasquotank
Hyde Pender
Page 12 of 13
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCVVRC 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 13 of 13
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PROJECT
SPECIFICATIONS
SECTION 4 OF
CITY OF GREENSBORO STANDARD SPECIFICATIONS
CONSTRUCTION OF SEWER LINES
SECTION 4
4.01 GENERAL DESCRIPTION
The work covered by this section consists of those operations that are basic and unique to the
construction of sewer lines. Operations that are special for the construction of a particular sewer
line are covered under the "Special Conditions". Those basic operations which are common to
the construction of both water and sewer lines are covered under Section 5 of these
Specifications, "Work Common to Water and Sewer Line Construction".
All work described herein is to be performed in accordance with the requirements in the drawings
and the provisions of these specifications.
4.02 TRENCH AND BACKFILL
A. Description:
The work covered by this Article consists of excavating, preparing, backfilling,
compacting, and cleaning up a trench for sewer lines.
B. Construction Requirements:
The trench shall be excavated to the centerline alignment shown in the drawings. The
alignment will be referenced in the field by offset stakes set by City Survey Crews. The
depth of the trench shall conform to the profile shown in the drawings. The depth will also
be referenced in the field by the same offset stakes. The Contractor shall use these
reference stakes to determine the depth of cut that will be furnished to the Contractor by
the Engineer in the form of cut sheets. Trench width at the top of the pipe shall not
exceed the nominal diameter of the pipe plus two feet without approval of the Engineer.
Trench walls shall not be undercut.
Trench sheeting, shoring, or bracing shall be used where shown in the drawings,
specified in the Special Conditions, or directed by the Engineer to protect the utility under
construction, to allow construction to be performed according to drawings and
specifications, or to prevent damage to property. The Contractor shall adhere to all OSHA
requirements concerning trench sheeting, shoring, or bracing during all trench excavation.
Where trench sheeting, shoring, or bracing is used, the trench width may be increased
accordingly. Trench protection shall be left in place at least until the pipe has been laid
and backfilled to a point two feet above the pipe. The removal of sheeting shall be done in
such a manner as to minimize the loss of friction between the backfill and trench walls.
Where directed by the Engineer the sheeting shall be cut off and left in place. Sheeting
shall not be braced against the pipe or in any manner that will allow concentrated loads or
horizontal thrusts to be transmitted to the pipe. Whenever a movable steel box is used in
place of sheeting, care shall be taken to protect the integrity of the pipe bedding and to
prevent the pipe from moving when the steel box is moved. The pipe must be secured to
prevent longitudinal movement.
Trench excavation is classified to include rock only. All other material is unclassified and
shall be excavated under the provisions of this Article. Excavated material shall be placed
in a manner that will not obstruct the work, endanger the work or otherwise cause a threat
to the welfare of the public.
Construction of Sewer Lines
4-1 October2000
Trench excavation shall be carried out in such a manner as to conform to the line and
grade shown in the drawings; excavation shall proceed in advance of pipe laying only as
far as the Engineer will permit. The trench shall be braced and drained in order that
workmen may work therein safely and efficiently. Discharge from pumps shall be led to
natural drainage channels, to drains, or to storm sewers. Erosion control shall be
maintained when discharging water into natural drainage channels:
Trench width may vary with the depth of trench and nature of the excavated material, but
in any case shall be of sufficient width to permit the pipe to be laid and jointed properly
and the backfill to be placed and compacted properly. In no case shall the width be more
than 24 inches greater than the nominal diameter of the pipe without approval of the
Engineer.
Pipe foundation shall at all times be such that the pipe rests uniformly on the trench
bottom. Bell holes shall be dug. No pipe will be accepted where the bells of the pipe are
supporting the weight of the pipe. Should the trench pass over a water or other previous
excavation, the trench bottom shall be sufficiently compacted to'provide support equal to
that of the native soil. Care shall be taken to prevent damage to the existing installation.
Any part of the trench excavated below grade shall be corrected with approved,
compacted material before the pipe is laid. Where the subgrade is unstable or water is
present in quantities sufficient to make uniform bedding of the pipe impossible, the
Contractor shall stabilize the trench bottom with stabilization stone, as directed by the
Engineer, and as described in Article 4.03 "Trench Stabilization and Pipe Bedding".
There are a number of different trench conditions that may be encountered on a project.
The Proposal provides for crushed stone for trench stabilization and pipe bedding as
shown on the plans or detailed in the special provisions. Provision is also made in the
Proposal for replacement backfill material. Wherever, in the opinion of the Engineer, the
existing soil is suitable for bedding purposes, it shall be used; where the existing soil is
not suitable, the Engineer may direct that crushed stone or replacement backfill material
be used for bedding. Trench conditions will be the basis for deciding how to properly bed
the pipe.
Backfill material to a point one (1) foot above the pipe shall be select material. If this
material is not available on the site, the Engineer may direct that replacement backfill
material be brought in or that crushed stone be used for backfill. Trench conditions will be
the basis for deciding how to backfill the pipe to the one-foot point.
The following provisions shall apply for the bedding and backfilling of concrete, vitrified
clay, ductile iron, and ABS or PVC Composite Pipe. Backfill material to a point one (1)
foot above the barrel of the pipe shall be selected materials free of large stones or clods
larger than 1 1/2 inches in diameter and shall be placed and compacted as follows:
(1) Sub-grade to Springline of Pipe:
Material shall be hand placed and hand tamped under the lower haunches of the pipe and
then brought to the springline of the pipe with either hand or power tamps. Care shall be
taken to avoid damage to the pipe in the tamping operation. This backfill shall be tamped
to a minimum density of 90% of Standard Proctor Density.
(2) Springline to One Foot Above Pipe:
Construction of Sewer Lines
4-2 October2000
Backfill material in this zone shall be compacted to a minimum density of 85% of
Standard Proctor Density. Care shall be exercised in tamping directly above the pipe to
prevent damage to the pipe.
(3) One Foot Above Pipe to the Surface of the Ground:
Backfill material shall be placed and compacted or consolidated to produce a uniformly
dense backfill load on the pipe and to minimize voids in the material. Rocks and boulders
shall be excluded from backfill for at least 2 feet above the top of the pipe, and no stone
larger than 4 inches in its largest dimension, in any case, shall be used in the backfilling.
The following provisions shall apply for the installation of PVC, PVC Open Profile, and PVC
Closed Profile sewer pipe:
PVC sewer pipe shall be installed in accordance with ASTM D2321.
Class I, II, or III "Embedment Material" as outlined in ASTM D2321 shall be used for the
installation of PVC sewer pipe.
The Contractor shall furnish Class III or better "Embedment Material", at no additional
cost to the City, at trench locations where Class IV materials are encountered. The
Contractor shall also dispose of excess Class IV materials at no additional cost to the
City.
At trench locations where Class V materials are encountered the Contractor shall furnish
Class III or better "Embedment Material" as directed by the Engineer. The Contractor will
receive compensation for furnishing Class III or better "Embedment Material" at trench
locations where Class V materials are encountered under the items of crushed stone for
trench stabilization and pipe bedding or replacement backfill material as provided for in
the Proposal.
Deflection tests shall be performed on 100% of the PVC pipe installed. Maximum
allowable deflection shall be 5% at any point. Deflection shall be measured by the
Contractor with a "Go/No Go" gauge furnished by the Engineer. The gauge shall be hand
pulled through the pipe by means of a strong cord or cable furnished by the Contractor.
Any section of pipe not meeting the 5% maximum deflection requirement shall be
excavated, backfilled, recompacted and retested until the pipe section meets the 5%
deflection requirement.
Within roadway right-of-ways or in locations where wheel loads are likely to be applied to
the pipe, the backfill material shall be compacted to a density of 95% of Standard Proctor
Density from a point one foot above the pipe to the surface of the ground.
All density tests shall be conducted at the direction of the Engineer by qualified
technicians in accordance with Article 1.05 "General Material and Compaction Testing
Requirements", and the cost of such tests will be borne by the City, with the provision that
after two failing tests in the same location, the Contractor shall be required to submit
satisfactory evidence that his ditch compaction meets the specifications. The Contractor
shall be responsible for all settlement over trenches that may occur prior to the
completion of his contract and for a period of twelve months thereafter.
Construction of Sewer lines
4-3 October 2000
Deficiency of backfill material shall be supplied by the Contractor where this deficiency
results from any cause other than rejection of unsuitable backfill material (other than rock)
by the Engineer. In cases where the Engineer directs, the Contractor shall dispose of
unsuitable backfill material and provide suitable backfill material.
The conditions under which the Engineer will authorize payment for replacement backfill
material are set forth in Article 5.03, "Replacement Backfill Material".
All trenches shall be completely backfilled at the end of each day's work, unless directed
otherwise by the Engineer. No backfilling of frozen material will be allowed.
C. Method of Measurement:
The quantity of trench and backfill to be paid for will be the actual number of linear feet of
the various depths of cut of accepted ditch, measured horizontally along the ditch. The
various depths of cut shall be computed from the cut sheets using linear mathematical
interpolation between stations.
D. Basis of Payment:
The quantities of trench and backfill, measured as provided in Sub-Article 4.02 C., will be
paid for at the contract unit price per linear foot for the various sewer trenches shown
below.
The above price and payment will be full compensation for all work covered by this Article,
including but not limited to excavating a trench for sewer pipe, manholes, and
appurtenance sheeting, shoring, or bracing the trench; preparing the trench bottom;
backfilling and compacting the trench;. disposing of excess excavation; and restoring the
area to its previous condition.
Payment will be made under:
Trench and Backfill Foot Cut for Inch Sewer Lines LF
4.03 TRENCH STABILIZATION AND PIPE BEDDING
A. Description:
The work covered by this Article consists of undercutting unstable trench bottoms and
replacing the undercut material with stabilization stone. Also covered by this Article is the
furnishing and placing crushed stone for pipe bedding.
Construction of Sewer Lines
4-4 October 2000
B. Construction Requirements:
Where the subgrade is found to be unstable or to include ashes, cinders, refuse, organic
material, or other unsuitable material, such material shall be removed to a minimum of 3-
inches, or to the depth ordered by the Engineer, and replaced with a foundation and
bedding of crushed stone, suitably graded, and acting as an impervious mat into which
the unstable soil or unsuitable material will not penetrate. The depth of crushed stone
used for foundation and bedding shall depend upon the severity of the condition of the
trench bottom soil or material. The amount of crushed stone to be used by the Contractor
shall, in all cases, be designated by the Engineer.
Carefully prepare bedding so that the pipe after installation will be true to line and grade.
Surface grade bedding stone beneath the pipe to provide a uniform and continuous
support beneath the pipe at all points between bell holes or pipe joints. Densify bedding
stone beneath the pipe.
After each pipe has been brought to grade, aligned, and placed in final position, deposit
and densify sufficient bedding material under the pipe haunches and on each side of the
pipe to hold the pipe in proper position during subsequent pipe jointing, bedding, and
backfilling operations. Deposit bedding material uniformly and simultaneously on each
side of the pipe to prevent lateral displacement.
C. Method of Measurement:
The quantity of trench stabilization and pipe bedding stone to be paid for will be the actual
number of tons of stabilization or bedding stone which has been incorporated into the
completed and accepted work. The stone will be measured by being weighed in trucks on
approved platform scales -or by other approved weighing devices. No deduction will be
made for any moisture contained in the stone at the time of weighing.
The Contractor shall exercise care in transporting, any stockpiling, and placing the
stabilization or bedding stone. Waste of stone shall be kept within reasonable limits as
determined by the Engineer. The City reserves the right to deduct for payment stone that
has been wasted by the Contractor through improper procedures or negligence.
D. Basis of Payment:
The quantity of trench stabilization and pipe bedding stone, measured as provided in Sub-
Article 4.03 C., will be paid for at the contract unit price per ton for "No. _ Stone for
Trench Stabilization" and "No. Stone for Pipe Bedding". No measurement or direct
payment will be made for undercutting trench bottoms, as the cost of undercutting shall
be included in the price per ton bid for trench stabilization stone.
The above prices and payments will be full compensation for all work covered by this
Article, including but not limited to undercutting trench bottoms; furnishing, hauling, any
stockpiling, placing, and tamping when required, of crushed stone used for trench
stabilization or pipe bedding.
Construction of Sewer Lines
4-5 October 2000
Payment will be made under:
No. Stone for Trench Stabilization Ton
No. Stone for Pipe Bedding Ton
4.04 INSTALLATION OF SEWER PIPE
A. Description:
The work covered by this Article consists of furnishing and installing sewer pipe in an
open out trench.
B. Construction Requirements:
The Contractor may install either vitrified. clay pipe, ABS composite pipe, PVC composite
pipe, PVC Open Profile pipe, or PVC Closed Profile pipe where the type of pipe is not
designated on the drawings. Where the type of pipe, vitrified clay, ABS or PVC
composite, PVC, reinforced concrete, or ductile iron is designated on the drawings the
Contractor will be required to install the designated type of pipe.
Pipe installation shall conform to all applicable provisions of ASTM C12 for the installation
of vitrified clay pipe, ASTM D2680 Appendix for the installation of ABS and PVC
composite pipe, ASTM D2321 for the installation of PVC pipe, ASTM C891 for the
installation of concrete pipe, Article 3.04 of these specifications for the installation of
ductile iron pipe, and the following requirements.
Protect pipe during handling against impact shocks and free fall. Do not permit lifting
hooks to come in contact with premolded joint surfaces.
Handle pipe having premolded joint rings or attached couplings so that no weight,
including the weight of the pipe itself, will bear on or be supported by the jointing material.
Care shall be taken to avoid dragging the spigot ring on the ground or allowing it to be
damaged by contact with crushed stone or other hard objects.
All pipe shall be examined carefully for soundness and specification compliance
immediately before installation. Defective pipe or pipe that does not comply to the
specifications shall be marked and held for inspection by the Engineer, who may
prescribe corrective repairs or reject the pipe.
Clean joint contact surfaces immediately prior to jointing. Use lubricants, primers,
adhesives, and methods recommended by the pipe or joint manufacturer when joining the
pipe.
Using offset reference stakes set by the approved survey crews, lay all pipe straight
between changes in alignment and at uniform grade between changes in grade unless
directed otherwise by the Engineer. When jointed in the trench, the pipe shall form a true
and smooth line.
Keep trenches dry during pipe laying.
Unless directed otherwise by the Engineer, start pipe laying at the lowest point and install
the pipe so that the spigot ends point in the direction of flow.
Construction of Sewer Lines
4-6 October 2000
C. Method of Measurement:
The quantity of sewer pipe to be paid for will be the actual number of linear feet of pipe
that has been satisfactorily installed and. accepted. Measurement for payment will be
made horizontally along the centerline of the pipe from centerline of manhole to centerline
of manhole.
D. Basis of Payment:
The quantity of sewer pipe, measured as provided in Sub-article 4.04 C., will be paid for
at the contract unit price per linear foot for "Furnish and Lay Inch Sanitary Sewer Pipe".
The above price and payment will be full compensation for all work covered by this Article
including but not limited to furnishing, hauling, and installing all pipe; making all joint
connections; and performing all leakage tests.
Payment will be made under:
Furnish and Lay Inch (Type of pipe) Sanitary Sewer Pipe LF
4.05 MANHOLE CONSTRUCTION
A. Description:
The work covered by this Article consists of furnishing and installing precast concrete
manhole.
B. Construction Requirements:
Precast concrete manhole construction shall conform to detail drawing No. 200/201/209
or No. 212 in the City's "Roadway & Utility Standard Drawings" manual depending on the
size of sewer pipe to be installed and/or the location of the manhole.
All manholes located within roadway right-of-ways or paved areas shall conform to detail
drawing No. 205A/205D as manufactured by Vulcan (V1995-95), U.S. Foundry (715 ring
and cover with insert and DQ cover), or Capitol Foundry (MH-52G/EC adjustable ring and
cover). Mahhole covers shall have a 1" vent hole in the cover.
All dimensions shall be concentric, and as follows: the frame clear opening shall
be 22 (+1/16"). The cover diameter shall be 23 1/2". The cover seating depth
shall be 2". The cover seating width shall be 7/87.
All manholes located on sanitary sewer outfalls shall have watertight manhole ring and
covers. Manhole ring and covers shall be the Vulcan 2384-3 or U.S.F. 664 ring and KL
cover as manufactured by U.S. Foundry & Manufacturing Corp. Mahhole covers shall
have a 1" vent hole in the cover. The vent hole shall be filled with a solid rubber manhole
lid plug, Style No. 1, as manufactured by Cretex Specialty Products or approved equal.
All dimensions shall be concentric, and as follows: the frame clear opening shall
be 22" (+1/16"). The cover diameter shall be 23 1/2".
Construction of Sewer Lines
4-7 October 2000
The Contractor installing the manhole ring and cover and/or his representative shall be
responsible for ensuring these dimensional requirements are met. If the ring and cover do
not conform to these dimensions, the Contractor will assume all liability and will remove
and replace the ring and cover at no additional cost to the City.
Manholes located outside of roadway right-of-ways shall have no more than two precast
concrete grade rings. The cast iron manhole ring and cover assembly shall be anchored
directly to the cone section of these manholes. A bitumastic strip shall be provided
between the frame and manhole cone section to reduce infiltration.
Manhole inverts shall be constructed with a width and height equal to that of the effluent
pipe. Alignment and smoothness of the invert shall be so that a minimum of energy loss
occurs in the manhole invert. Manholes with precast inverts may be used.
A flexible connector shall be provided for each inlet and the outlet of all manholes.
Where designated on the drawings, or directed by the Engineer, a manhole with a drop
connection shall be constructed. The drop connection shall be. constructed in accordance
with detail drawing No. 202 in the City's "Roadway & Utility Standard Drawings" manual.
C. Method of Measurement:
(1) Manholes: The quantity of manholes to be paid for will be the actual number of
manholes that are six feet or less in depth which have been furnished, satisfactorily
installed, and accepted.
That portion of the manhole over six feet in depth will be paid for under the contract bid
item "Extra Depth for Standard No. Manhole".
(2) Manholes with Drop Connections: The quantity of manholes to be paid for will be the
actual number of manholes that are six feet or less in depth with drop connections which
have been furnished, satisfactorily installed, and accepted.
That portion of the manhole over six feet in depth will be paid for under the contract bid
item "Extra Depth for Standard No. Manhole".
(3) Extra Depth for Manholes: The quantity of extra depth for manholes will be the actual
number of vertical feet of manhole over six feet in dimension which has been furnished,
satisfactorily installed, and accepted. Manholes will be measured for extra depth from the
low point in the invert to the top of the casting ring. Measurement will be made to the
nearest one tenth of a foot.
Construction of Sewer Lines
4-8 October 2000
D. Basis of Pavment:
(1) Manholes: The quantity of manholes, measured as provided in Sub-Article 4.05 C.(1),
will be paid for at the contract unit price each for "Construct Manhole, Standard No.
The above price and payment will be full compensation for all work covered by the
applicable provision of this Article including but not limited to excavation, backfilling, and
compaction; furnishing and placing No. 67 stone sub-base; furnishing and installing
precast concrete manhole with steps and ring and cover; furnishing and installing all
flexible connectors, with any necessary hardware for pipe connection; constructing
inverts; performing leakage tests; providing and installing vent pipe with screens (Std. No.
212 only) and any incidentals necessary to complete the work. (Rock excavation and
replacement backfill material will be paid for separately under the appropriate bid item.)
(2) Manholes with Drop Connections: The quantity of manholes with drop connections,
measured as provided in Sub-Article 4.05 C. (2), will be paid for at the contract price each
for "Construct Manhole, Standard No. , with Drop Connection, Standard No. 202".
The above price and payment will be full compensation for all work covered by the
applicable provisions of this Article including but not limited to excavation, backfilling, and
compaction; furnishing and placing Nom 67 stone sub-base; furnishing and installing
precast concrete manhole with steps and ring and cover; furnishing and installing all
flexible connectors, with any necessary hardware for pipe connection; constructing drop
connection and inverts; performing leakage tests; and any incidentals necessary to
complete the work. (Rock excavation and replacement backfill material will be paid for
separately under the appropriate bid item.)
(3) Extra Depth for Manholes: The quantity of extra depth for manholes, measured as
provided in Sub-Article 4.05 C. (3), will be paid for at the contract unit price per linear foot
for "Extra Depth for Standard No. Manhole".
The above price and payment will be full compensation for all work necessary to furnish
and install additional vertical depth over six feet in dimension for precast concrete
manholes.
4.06 INSTALLATION OF SEWER PIPE INTO EXISTING MASONRY MANHOLES
The Contractor will be required to install sewer pipe into existing manholes at the locations shown
or designated on the drawings. However, all proposed sewer lines that would flow into the
existing manhole shall have been installed, tested, and accepted before cutting into the existing
manhole and installing the connecting section of sewer pipe.
Unless designated otherwise in the Special Conditions, no direct payment will be made for
installing sewer pipe into existing manholes as such work will be considered incidental to other
work being paid for under the various bid items in the contract. The work will include but not be
limited to controlling the flowing sewage, excavation, cutting into the existing manhole,
constructing paved inverts, grouting around the new pipe, constructing pipe plugs, backfilling,
cleanup, and any incidentals necessary to complete the installation in a satisfactory manner.
This Article shall not apply to existing precast manholes.
4.07 CORING EXISTING PRECAST MANHOLES
Construction of Sewer Lines
4-9 October 2000
All proposed sanitary sewer mains and laterals that will tie into a precast concrete manhole shall
be cored at the elevations shown in the drawings or as designated by the Engineer. The
openings through the existing manhole walls shall be cored with a suitable coring machine. An
approved watertight flexible coupling shall be used to make the connection between the pipe and
manhole.
No direct payment will be made for coring and for furnishing and installing watertight flexible
couplings, as such work will be considered incidental to other work being paid for by the various
items in the contract.
This Article shall not apply to existing masonry manholes.
4.08 CONVERT EXISTING MANHOLE TO DROP MANHOLE
At the locations shown in the drawings or designated by the Engineer the Contractor shall
construct drop connections into existing manholes.
The drop connection shall be constructed in accordance with detail drawing No. 203 in the City's
"Roadway & Utility Standard Drawings" manual, and the following provisions.
The proposed openings through existing masonry manhole walls shall be made in a neat and
workmanlike manner. Flexible couplings will not be required. Grout around the proposed pipes
where they enter the masonry manhole using a suitable grout mixture approved by the Engineer.
The proposed openings through existing precast concrete manhole walls shall be cored with a
suitable coring machine. An approved watertight flexible coupling shall be used to make the
connection between the pipe and manhole.
Payment for converting the manhole will be made at the contract price each for "Construct Drop
Connection Into Existing Manhole".
The above price and payment will be full compensation to construct a drop connection into an
existing manhole including but not limited to excavation, backfilling, and compaction; cutting or
coring openings through the existing manhole walls; furnishing and installing the watertight
flexible couplings or grouting around the proposed pipes where they enter the manhole;
constructing the drop connection and inverts as shown on detail drawing No. 203; and any
incidentals necessary to complete the work. (Any rock excavation or replacement backfill material
will be paid for separately under the appropriate bid item.)
4.09 BRICK MASONRY PIPE PLUGS
At the locations shown in the drawings or designated by the Engineer the Contractor shall
construct brick masonry pipe plugs. The pipe plugs shall be constructed in accordance with detail
drawing No. 210 in the City's "Roadway & Utility Standard Drawings" manual.
Payment for constructing the pipe plug will be made at the contract price per cubic yard for "Brick
Masonry Pipe Plug".
The above price and payment will be full compensation for constructing the pipe plug including
but not limited to furnishing and installing all brick masonry and any incidentals necessary to
complete the work.
Construction of Sewer Lines
1 4-10 October 2000

4.10 SEWER LATERALS
A. Description:
The work covered by this Article consists of furnishing and installing sewer laterals in an
open cut trench or in unlined bores.
B. Construction Requirements:
Sewer laterals shall be installed in accordance with detail drawing No. 101 in the City's
"Roadway & Utility Standard Drawings" manual and these specifications.
The Contractor shall trench and backfill or bore for the sewer lateral; make the lateral
connection to the sewer pipe wye; furnish and install the sewer lateral with plug; furnish
and install a one-way clean-out, consisting of a 4" PVC 1/4 bend long sweep, with the
necessary vertical Schedule 40 PVC/DWV pipe stack. The clean-out plug shall be
installed into a cast iron double hub with a leaded joint.
The trench and backfill operations shall be performed in accordance with.all applicable
provisions of Article 4.02 of these specifications.
Bores shall be of adequate size to accommodate the lateral without causing an excessive
void around the pipe. The face of the bore cut shall be a distance of five feet from the
edge of pavement or back of curb on either side of the roadway unless the Engineer
gives approval to the contrary.
C. Method of Measurement:
(1) Trench and Backfill: The quantity of trench and backf ill to be paid for will be the actual
number of linear feet of accepted ditch, measured horizontally along the ditch from the
sewer main to the end of the sewer lateral.
(2) Bores: The quantity of bore to be paid for will be the actual number of linear feet of
accepted bore, measured horizontally along the bore from face of bore to face of bore.
(3) Sewer Pipe Laterals: The quantity of sewer pipe for laterals to be paid for will be the
actual number of linear feet of pipe, measured along the centerline of the pipe, that has
been satisfactorily installed and accepted.
(4) Sewer Pipe Wyes: The quantity of sewer pipe wyes to be paid for will be the actual
number of wyes that have been satisfactorily installed and accepted.
(5) One-Way Clean-Outs: The quantity of one-way clean-outs to be paid for will be the
actual number of clean-outs that have been satisfactorily installed and accepted. No
measurement or direct payment will be made for the vertical PVC/DWV pipe clean-out
stack as the cost of the stack shall be included in the various bid items.
No measurement or direct payment will be made for any required plugs as the cost of the
plugs shall be included in the various bid items.
D. Basis of Payment:
Construction of Sewer Lines
4-11 October2000
(1) Trench and Backfill: The quantity of trench and backfill, measured as provided in Sub-
Article 4.10 C. (1), will be paid for at the contract unit price per linear foot for "Trench and
Backf ill Foot to Foot Cut for Sewer Laterals".
(2) Bores: The quantity of bore, measured as provided in Sub-Article 4.10 C. (2), will be
paid for at the contract unit price per linear foot for "Bore for Sewer Laterals".
(3) Sewer Pipe Laterals: The quantity of sewer pipe laterals, measured as provided in
Sub-Article 4.10 C. (3), will be paid for at the contract unit price per linear foot for "Furnish
and Install Inch Sewer Pipe for Laterals".
(4) Sewer Pipe Wyes: The quantity of sewer pipe wyes, measured as provided in Sub-
Article 4.10 C. (4), will be paid for at the contract unit price each for "Furnish and Install
Sewer Pipe Wyes for Lateral Connection Complete with Plug".
(5) One-Way Clean-Outs:.The quantity of one-way clean-outs, measured as provided in
Sub-Article 4.10 C. (5), will be paid for at the contract unit price each for "Furnish and
Install Inch PVC One-Way Clean-Out".
The above prices and payments will be full compensation for all work covered by this
Article, including but not limited to furnishing and installing the sewer pipe Wye; trench and
backfill or bore; make the lateral connection to the sewer pipe Wye; furnishing and
installing the sewer lateral with plug; furnishing and installing the one-way clean-out with
the necessary vertical Schedule 40 PVC/DWV pipe stack, cast-iron hub, plug; and any
incidentals necessary to complete the work.
Payment will be made under:
Trench and Backfill Cut for Sewer Laterals LF
Bore for Sewer Laterals LF
Furnish and Install _ Inch Sewer Pipe for Laterals LF
Furnish and Install Sewer Pipe Wyes for Lateral Connection Complete w/Plug EA
Furnish and Install _ Inch PVC One-Way Clean-Out EA
4.11 SEWER FORCE MAINS
A. Description:
The work covered by this Article consists of furnishing and installing ductile iron sewer
force main pipe, in an open cut trench, at the locations shown on the drawings, and
performing the necessary pressure tests.
Construction of Sewer Lines
4-12 October 2000
B. Construction Requirements:
The sewer force main installation shall conform to all applicable provisions of these Water
Line and Sewer Line Specifications and any Special Conditions provisions.
Concrete reaction blocking shall be placed at bends, tees, etc. in accordance with all
applicable provisions of Article 3.06 of the Standard Specifications.
The Contractor shall furnish all labor and equipment necessary to perform the pressure
tests. The pressure test shall be performed by the Contractor and observed by the
Engineer.
Unless modified in the project special provisions, the test pressure shall be 150 psi as
measured at the lowest elevation of the line. The duration of the test shall be two hours.
The 150 psi test pressure shall be maintained during the two hours by use of a by-pass
pumping system.
The Contractor is advised that excessively large excavations at reaction blocking
locations, that require amounts of concrete beyond reason, will result in the pay quantity
of concrete being reduced proportionately.
No forming of concrete will be required other than the use of simple sand bag or earth
forms.
C. Method of Measurement:
Measurement for sewer force main items shall conform to all applicable provisions of
these Water Line and Sewer Line Specifications and any Special Conditions provisions.
D. Basis of Payment:
Payment for sewer force main items shall conform to all applicable provisions of these
Water Line and Sewer Line Specifications and any Special Conditions provisions.
4.12 VISUAL INSPECTION AND TESTING OF SEWER LINES
A. General:
The Contractor shall furnish all labor and equipment necessary to perform the leakage
tests. The leakage test shall be performed by the Contractor and observed by the
Engineer. Segments of the line shall be tested after they are completed, backfilled and
compacted.
The City will furnish all labor and equipment necessary to perform visual inspection of the
pipeline and appurtenances. The Contractor shall furnish any reasonable amount of
assistance that may be required by the Engineer to perform the visual inspections. Visual
inspection of the pipeline and appurtenances shall be performed during all phases of the
work and after they are completed, backfilled and compacted.
All defects in the pipeline and appurtenances shall be corrected by the Contractor at no
additional costs to the City.
Construction of Sewer Lines
4-13 October 2000
B. Inspection for Defects:
The pipeline shall be visually inspected from each manhole by use of artificial light,
reflecting sunlight, closed circuit television cameras, or other devices for visual inspection.
All pipelines shall exhibit a fully circular pattern when viewed from one manhole to the
following manhole. If the interior of the pipeline shows poor alignment, displaced or
damaged pipe, or any other defect, the defects as designated by the Engineer shall be
corrected by the Contractor at no additional cost to the City.
C. Test for Leakage:
All segments of the sewer line shall be tested for leakage. The standard method of testing
pipelines for leakage shall be a low-pressure air test. Only when designated in the Special
Conditions or directed by the Engineer will the infiltration or exfiltration leakage test be
used in lieu of the low-pressure air test.
The Contractor shall correct all visible leaks in pipes, manholes, and appurtenances.
The City of Greensboro leakage test methods for sewer pipelines are as follows:
(1) Low-Pressure Air Test
The test shall conform to the requirements of ASTM C828, Low-Pressure Air Test
of Vitrified Clay Pipe Lines.
(2) Infiltration Test
Test for leakage may be made by an infiltration test for line segments where the
ground water table is above the top of the sewer pipe, if designated in the Special
Conditions or directed by the Engineer.
All inlets at the upstream manhole(s) of the line segment to be tested shall be
plugged. After flow has stabilized, the infiltration shall be collected by using flow-
through plugs, dams, or troughs. Infiltration shall not exceed 50 gallons per inch of
nominal pipe diameter per mile of pipe per 24 hours, or an equivalent convenient
measure of infiltration as approved by the Engineer.
The Engineer shall determine the length and location of line segments to be tested
by infiltration method.
(3) Exfiltration Test
Test for leakage may be made by an exfiltration test for line segments where the
ground water table is below the bottom of the sewer pipe, if designated in the
Special Conditions or directed by the Engineer.
The line segment to be tested shall he plugged and filled with water in such a
manner that the maximum hydrostatic head at any point along the line shall not
exceed 10 feet of water. All manholes shall be tested. Exfiltration shall not exceed
50 gallons per inch of nominal pipe diameter per mile of pipe per 24 hours, or an
equivalent convenient measure of exfiltration as approved by the Engineer.
Construction of Sewer Lines
4-14 October 2000
The Engineer shall determine the length and location of line segments to be tested
by exfiltration method.
Where a natural water source is not readily available to use for testing, water from
the City water system may be used; proper notification procedures for operating
valves and hydrants will be required.
4.13 VACUUM TESTING OF MANHOLES
All sanitary sewer manholes constructed by the Contractor shall be vacuum tested for leakage in
the presence of a City Inspector. The vacuum test will not apply to any existing manholes that
have been converted to drop manholes by the Contractor.
The Contractor shall furnish all labor, equipment, and any appurtenant items necessary to
satisfactorily perform the vacuum test. All testing equipment shall be approved for vacuum
testing manholes.
Each manhole shall be tested after assembly and unless directed otherwise by the Engineer prior
to backfilling.
All lifting holes shall be plugged with an approved non-shrink grout.
All pipes entering the manhole shall be plugged. The Contractor shall securely brace the plugs in
order to keep them from being drawn into the manhole.
The test head shall be placed at the inside of the top of the cone section of the manhole and the
seal inflated in accordance with the manufacturer's recommendations.
A vacuum of 10-inches of mercury shall be drawn and the vacuum pump shut off. With the valves
closed, the time for the vacuum to drop to 9-inches of mercury shall not be less than that shown
in the following table.
Diameter of Manhole
Manhole Depth 48" Dia. 60" Dia. 72" Dia.
10 Ft. Or Less 60 Sec. 75 Sec. 90 Sec.
>10 Ft. But <15 Ft. 75 Sec. 90 Sec. 105 Sec.
>15 Ft. 90 Sec. 105 Sec. 120 Sec.
(Times shown are minimum elapsed times for a drop in vacuum of 1-inch of mercury).
If the manhole fails the initial test, necessary repairs shall be made with an approved non-shrink
grout while the vacuum is still being drawn. Re-testing shall proceed and continue until a
satisfactory test is accomplished.
Construction of Sewer Lines
4-15 October2000
SECTION 5 OF
CITY OF GREENSBORO STANDARD SPECIFICATIONS
WORK COMMON TO WATER AND SEWER LINE CONSTRUCTION
SECTION 5
5.01 GENERAL DESCRIPTION
The work covered by this section consists of those operations -which are common to the
construction of both water lines and sewer lines. Operations which are special for the
construction of a particular water line or sewer line are covered under the "Special Conditions".
Those operations which are basic and unique to the construction of water lines are covered
under Section 3 of these specifications, "Construction of Water Lines". Those operations which
are basic and unique to the construction of sewer lines are covered under Section 4 of these
specifications, "Construction of Sewer Lines".
All work described herein is to be performed in accordance with the requirements in the drawings
and the provisions of these specifications.
5.02 ROCK EXCAVATION
A. Description:
The work covered by this Article consists of blasting, excavating, removing and disposing
of rock from water and sewer trenches.
Rock, under this Article, is defined as solid, ledge rock in place in a water or sewer trench
which, in the opinion of the Engineer, cannot be removed practically without the use of
drilling and blasting or special techniques such as drilling and wedging. Excavated
boulders or rock fragments with a volume over 1/2 cubic yard may be classified as rock by
the Engineer.
B. Construction Requirements:
The Contractor shall obtain a blasting permit from the governing agency, as outlined
under Article 6.08 of the "Supplementary Conditions' prior to performing any blasting
operations.
The approval of the Engineer shall be obtained before any blasting of rock takes place.
The Engineer may fix the hours of blasting if he deems it necessary.
All applicable Federal, State, and Local regulations pertaining to transporting, storing, and
using explosives shall be met.
For projects within Greensboro's corporate limits, all explosives on the job site shall be
stored in accordance with the provisions of Section 12.6, "Storage of Explosives", of the
Greensboro Fire Prevention Code. For projects outside the corporate limits, all explosives
on the job site shall be stored in accordance with the provisions of Chapter 19, "Fire
Prevention Code", of the North Carolina Building Code, Vol. 5.
The Contractor shall take all necessary precautions to protect life and property while
engaged in blasting operations. Where there exists the danger of rock or overburden
being thrown by a blast, an approved type of blasting mat shall be used. The Engineer will
approve the blasting mat for type of construction but not for adequacy. No blasting will be
allowed unless a galvanometer is used to check cap circuits.
Work Common to Water and Sewer Line Construction
5-1 March 2000
The Contractor is required to keep a blasting log containing the following information:
1. Date of shot
2. Time of shot
3. Foreman's name
4. Name of person conducting blasting operation
5. Number and depth of holes
6. Depth of overburden
7. Amount and type of explosive used in each hole
8. Type of caps used
9. Weather conditions
The blasting log shall be kept in an orderly manner and shall be available for inspection
by the Engineer.
Rock shall be excavated to the same limits as earth except that the trench shall be
excavated 6 inches lower than the barrel of the pipe and 9 inches outside the exterior
walls of manholes and structures. The trench bottom shall be brought to the proper grade
with select material and compacted to the same density specified for backfill material.
Where, in the opinion of the Engineer, blasting constitutes an unacceptable danger to
utilities or property, means other than blasting may be required for removal of rock.
Rock excavated from the trench shall be disposed of in an approved waste area.
C. Method of Measurement:
The quantity of rock excavation to be paid for will be the number of cubic yards of rock
measured in a rectangular prism along the vertical centerline of the trench. The maximum
width of the prism shall be equal to the nominal diameter of the pipe plus two feet. The
height of the prism shall be the average height in feet of the rock profile as measured to
the nearest 0.1 foot from a point six inches below the pipe barrel to the top of the rock.
The length of the prism shall be the number of linear feet of trench rock measured for
payment along the vertical centerline of the trench.
D. Basis of Payment:
The quantity of rock excavation, measured as provided in Sub-Article 5.02 C., will be paid
for at the contract unit price per cubic yard for "Rock Excavation in Trench".
The above price and payment will be full compensation for all work covered by this Article,
including but not limited to drilling; wedging; matting and blasting; excavating the rock;
disposing of excavated rock; and any incidentals necessary to satisfactorily complete the
work.
Payment for furnishing, placing, and compacting select material in the trench bottom will
be made separately under the appropriate contract bid items.
5.03 REPLACEMENT BACKFILL MATERIAL
A. Description:
Work Common to Water and Sewer Line Construction
5-2 March 2000
The work covered by this Article consists of disposing of unsuitable excavated material
and furnishing, placing, and compacting approved backfill material
B. Construction Requirements:
Where, in the opinion of the Engineer, material excavated from the trench is unsuitable to
be used as backfill material the Contractor shall provide backfill material that is approved
by the Engineer: The Contractor will be compensated for providing the backfill material as
described in Subarticle 5.03 D.
Where, in the opinion of the Engineer, material excavated from the trench is a suitable
soil type to be used as backfill material but contains excessive moisture the following
three conditions shall prevail:
1. The Contractor shall reduce the moisture content of the material to an acceptable
level by aerating the material adjacent to the excavated trench. No direct payment
will be made for aerating the excavated material as such work will be considered
incidental to other work being paid for by the various items in the contract.
2. Where the area available to aerate the excavated material is limited or insufficient,
and the moisture content is above optimum for the type of soil, but compaction is
attainable with extra compactive effort, the Contractor shall use extra compactive
effort in the backfilling operation to obtain a soil density of 95% of Standard Proctor
Density. No direct payment will be made for the extra compactive effort as such work
will be considered incidental to other work being paid for by the various items in the
contract
3. Where the area available to aerate the excavated material is limited or insufficient
and the moisture content is above optimum for the type of soil, and satisfactory
compaction is determined by the Engineer to be unattainable, the Engineer will
authorize the Contractor to provide approved backfill material The Contractor will be
compensated for providing the backfill material as described in Subarticle 5.03 D.
Where material suitable for backfilling has acquired excessive moisture after being
excavated from the trench, the Contractor will not be compensated for providing approved
backfill material.
C. Method of Measurement:.
The quantity of replacement backfill material to be paid for will be the actual number of
cubic yards of compacted material measured in a rectangular prism along the vertical
centerline of the trench. The maximum width of the prism shall be equal to the nominal
diameter of the pipe plus two feet. The height of the prism shall be the average height in
feet measured to the nearest 0.1 foot from the bottom of the trench to the top of the
trench less any pavement replacement structure. The length of the prism shall be the
number of linear feet of replacement backfill material measured for payment along the
vertical centerline of the trench. The Contractor shall adhere to all OSHA requirements
concerning trench sheeting, shoring, or bracing during all trench excavation.
No direct payment will be made for additional cubic yards of compacted material as may
be necessary due to OSHA trenching requirements, as such work will be considered
Work Common to Water and Sewer Line Construction
5-3 March 2000
incidental to other work being paid for under the various items in the contract. The work
will include but not be limited to removing backfill materials, disposing of unsuitable
excavated material and furnishing, hauling, placing and compacting approved backfill
material, as well as any incidentals necessary to satisfactorily complete the work.
D. Basis of Payment:
The quantity of replacement backfill material, measured as provided in Sub-Article 5.03
C., will be paid for at the contract unit price per cubic yard for "Replacement Backfill
Material".
The above price and payment will be full compensation for all work to provide
replacement backfill material, including but not limited to removing from the site and
disposing of the unsuitable excavated material and furnishing, hauling, placing, and
compacting approved backfill material.
5.04 REMOVE AND REPLACE PAVEMENT FOR PIPES AND STRUCTURES
A. Description:
The work covered by this Article consists of replacing a bituminous pavement structure in
areas where the Contractor removed pavement for the installation of pipe lines and
appurtenances.
B. Construction Requirements:
The pavement replacement structure shall be constructed in accordance with detail
drawing No. 107 in the City's "Roadway & Utility Standard Drawings" manual and these
specifications. Detail drawing No. 107 is shown on two sheets in the "Roadway & Utility
Standard Drawings" manual. Sheet 1 of 2 refers to roadways and Sheet 2 of 2 refers to
asphalt driveways.
The Contractor shall trim or saw a neat edge along the pavement to be retained, using
methods approved by the Engineer.
The materials and construction methods used for the pavement structure replacement
shall meet all requirements of the NCDOT 1995 Standard Specifications.
C. Method of Measurement:
The pavement replacement quantities to be paid for will be computed in square yards
using the actual trench width up to a maximum width equal to the nominal diameter of the
pipe plus three feet. If, in the opinion of the Engineer, conditions beyond the Contractor's
control require additional pavement replacement, a trench width greater than the nominal
diameter of the pipe plus three feet will be used to compute pavement replacement
quantities.
D. Basis of Payment:
The quantity of pavement replacement, measured as provided in Sub-Article 5.04 C., will
be paid for at the contract unit price per square yard for "Remove and Replace Roadway
Pavement" or "Remove and Replace Asphalt Driveway."
Work Common to Water and Sewer Line Construction
5-4 March 2000
The above price and payment will be full compensation for all work covered by this Article
including but not limited to removing and disposing of the existing pavement; trimming or
sawing a neat edge along the pavement to be retained; furnishing, hauling, placing, and
compacting the bituminous materials; and any incidentals necessary to complete the
work. The ABC stone will be paid for separately under the bid item for "Incidental ABC
Stone Base".
5.05 REMOVE AND REPLACE CONCRETE FLATWORK
A. Description:
The work covered by this Article consists of replacing concrete sidewalks, driveways, and
miscellaneous slabs that have been removed by the Contractor for the installation of pipe
lines and appurtenances.
B. Construction Requirements:
The concrete flatwork replacement shall be constructed in accordance with all applicable
provisions of Section 848 of the NCDOT 1995 Standard Specifications and the following
provisions.
The Contractor will be required to furnish a neat edge along the concrete pavement
retained by sawing a neat line approximately two inches deep, with a concrete saw,
before breaking the adjacent concrete pavement away.
The concrete replacement shall be constructed in accordance with the details shown in
the drawings or as directed by the Engineer.
Concrete forms shall be constructed to shape, line, and dimension as indicated in the
drawings or directed by the Engineer. Forms shall be braced and tied together to prevent
displacement during the concrete pouring and finishing operations.
The Contractor shall provide a finish on the replacement concrete that matches the
adjacent concrete retained.
C. Method of Measurement:
The concrete flatwork replacement quantities to be paid for will be computed in square
yards using the actual trench width up to a maximum width equal to the nominal diameter
of the pipe plus three feet. If, in the opinion of the Engineer conditions beyond the
Contractor's control require additional flatwork replacement, a trench width greater than
the nominal diameter of the pipe plus three feet will be used to compute flatwork
replacement quantities.
D. Basis of Payment:
The quantity of concrete flatwork replacement, measured as provided in Sub-Article 5.05
C., will be paid for at the contract price per square yard for "Remove and Replace _
Inch Concrete Faatwork".
Work Common to Water and Sewer Line Construction
5-5 March 2000
The above price and payment will be full compensation for all work covered by this Article
including but not limited to removing and disposing of the existing concrete flatwork;
sawing a neat edge along concrete to be retained; constructing forms; furnishing, hauling,
placing, compacting, and finishing concrete; constructing expansion and control joints;
and any incidentals necessary to complete the work.
5.06 REMOVE AND REPLACE CONCRETE CURB AND GUTTER
At the locations shown on the drawings or designated by the Engineer the Contractor shall
remove the existing concrete curb and gutter necessary for the installation of pipe lines. The
removed concrete. curb and gutter shall be disposed of by the Contractor in waste areas provided
by him.
After the installation of the pipe lines the Contractor shall replace the removed curb and gutter
with new concrete curb and gutter. The new concrete curb and gutter shall be constructed in
accordance with detail drawing No. 501 in the City's "Roadway and Utility Standard Drawings"
manual and all applicable provisions of Section 846 of the NCDOT 1995 Standard Specifications.
Curb and gutter removal and replacement quantities shall be computed using the actual trench
width up to a maximum width equal to the nominal diameter of the pipe plus three feet. If, in the
opinion of the Engineer, conditions beyond the Contractor's control require additional curb and
gutter removal and replacement, a trench width greater than the nominal diameter of the pipe
plus three feet will be used to compute the quantities.
Payment for removing and disposing of existing concrete curb and gutter and constructing new
concrete curb and gutter will be made at the contract price per linear foot for "Remove and
Replace 2'-6" Concrete Curb and Gutter".
The above prices and payments will be full compensation for all work of removing the existing
curb and gutter and constructing new curb and gutter, including but not limited to excavation and
backfilling, furnishing and placing concrete, construction joints, and disposal of all removed curb
and gutter.
5.07 INCIDENTAL ABC STONE BASE
A. Description:
The work covered by this Article consists of furnishing and placing a graded stone
material for use in driveways, pavement cuts, temporary maintenance of traffic, and at
locations directed by the Engineer.
B. Construction Requirements:
The graded stone material shall meet the requirements of the NCDOT 1995 Standard
Specifications for ABC Stone.
The graded stone material shall be uniformly spread over the area required and then
shaped and dressed to the satisfaction of the Engineer. The stone material shall be
maintained until final acceptance of the individual project by reshaping and by addition of
stone material when directed by the Engineer.
Work Common to Water and Sewer Line Construction
5-6 March 2000
In pavement cuts, the stone material shall be placed and compacted to 95% of Standard
Proctor Density.
C. Method of Measurement:
The quantity of incidental stone to be paid for will be the actual number of tons of ABC
stone which has been used as directed by the Engineer for driveways, pavement cuts,
temporary maintenance of traffic, etc. The stone will be measured by being weighed in
trucks on approved platform scales or by other approved weighing devices. No deduction
will be made for any moisture contained in the stone at the time of weighing.
The Contractor shall exercise care in transporting and placing the incidental stone. Waste
of stone shall be kept within reasonable limits as determined by the Engineer. The City
reserves the right to deduct for payment stone that has been wasted by the Contractor
through improper procedures or negligence.
D. Basis of Payment:
The quantity of incidental stone, measured as provided in Sub-Article 5.07 C., will be paid
for at the contract unit price per ton for "Incidental ABC Stone Base".
The above price and payment will be full compensation for all work covered by this Article
including but not limited to furnishing, hauling, placing, compacting, spreading, shaping
and reshaping, dressing, and maintaining the incidental ABC stone base.
5.08 CONCRETE ENCASEMENT OF MANHOLE AND VALVE BOX CASTINGS IN PAVEMENT
The Contractor will be required to encase in concrete the iron castings of all proposed manholes
and valve boxes that are to be installed within existing paved areas. The iron castings shall be
encased in concrete in accordance with detail drawing No. 415 in the City's "Roadway and Utility
Standard Drawings" manual.
No direct payment will be made for encasing the iron castings in concrete as such work will be
considered incidental to other work being paid for under the various items in the contract. The
work will include but not be limited to furnishing, placing, and compacting the concrete and any
incidentals necessary to satisfactorily complete the work.
Work Common to Water and Sewer Line Construction
5-7 March 2000
5.09 CLEARING AND GRUBBING
A Description:
The work covered by this Article consists of cutting, removal, and satisfactory disposal of
all trees, stumps, undergrowth, and debris that is within the construction right-of-way.
B. Construction Requirements:
The clearing and grubbing shall be performed along the project at the locations
designated on the drawings or directed by the Engineer. All brush, roots, stumps, tree
laps, trees not reserved by the property owner, undergrowth, and debris shall be disposed
of by the Contractor in areas off of the site that are provided by him. The Contractor shall
conduct his operations in a manner to. prevent limb, bark, or root injuries to trees, shrubs,
or other types of vegetation that are to remain growing and also to prevent damage to
adjacent property. The Contractor shall exercise extreme caution in order not to clear and
grub areas outside of the construction right-of-way.
Any areas of growth or individual trees which are to be preserved due to their desirability
for landscape or erosion control purposes will be designated on the drawings or by the
Engineer.
The Contractor shall perform such erosion control work, temporary or permanent, as may
be directed by the Engineer in order to satisfactorily minimize erosion resulting from the
clearing and grubbing operations.
Where designated on the drawings individual trees shall be limbed-up, cut into six foot
lengths, and stacked outside of the construction right-of-way, as directed by the Engineer,
for removal by the property owner.
C. Method of Measurement:
All measurement of clearing and grubbing will be made horizontally.
The quantity of clearing and grubbing to be paid for will be the actual number of acres of
area within the construction right-of-way which have been satisfactorily cleared and
grubbed.
Measurement and payment for clearing and grubbing will be made only for areas that are
designated on the drawings or directed by the Engineer to be cleared and grubbed.
D Basis of Payment:
The quantity of clearing and grubbing, measured as provided in Sub-Article 5.09 C., will
be paid for at the contract unit price per acre for "Clearing and Grubbing".
The above price and payment will be full compensation for all work covered by this Article
including but not limited to the removal and disposal of all surface vegetation; the removal
and disposal of all fences, steps, walls, footings, other foundation components, signs,
junked vehicles, etc. that are not to be preserved and other rubble and debris; and the
dressing up of all areas within the construction right-of-way.
Work Common to Water and Sewer Line Construction
5-8 March 2000
5.10 SELECTIVE TREE REMOVAL
A. Description:
The work covered by this Article consists of cutting, removal, and satisfactory disposal of
selected trees, including the stump, within the construction right-of-way that are not
designated on the drawings to be cleared and grubbed.
B Construction Requirements:
The trees that are to be removed will be designated on the drawings or by the Engineer.
All tree stumps shall be grubbed. All brush, roots, stumps, tree laps, and trees not
reserved by the property owner shall be disposed of by the Contractor in areas off of the
site that are provided by him. The Contractor shall conduct his operations in a manner to
prevent limb, bark, or root injuries to trees, shrubs, or other types of vegetation that are to
remain growing and also to prevent damage to adjacent property. The Contractor shall
exercise extreme caution in order not to remove any trees outside of the construction
right-of-way.
The Contractor shall perform such erosion control work, temporary or permanent, as may
be directed by the Engineer in order to satisfactorily minimize erosion resulting from the
tree removal operations.
Where designated on the drawings individual trees shall be limbed-up, cut into six foot
lengths, and stacked outside of the construction right-of-way, as directed by the Engineer,
for removal by the property owner.
C. Method of Measurement:
The quantity of selective tree removal to be paid for will be the actual number of qualifying
trees which have been satisfactorily removed and disposed of. The diameter of each
qualifying tree will be measured at a point four feet and six inches above the surface of
the ground to determine the applicable pay item size as indicated below
Pay Item Size Actual Tree Diameter
6 inch 4 inches up to 8 inches
10 inch 8 inches up to 12 inches
15 inch 12 inches up to 18 inches
18 inch 18 inches and over
D. Basis of Payment:
The quantity of selective tree removal, measured as provided in Sub-Article 5.10 C., will
be paid for at the contract price each for "Selective Tree Removal, Inch".
The above price and payment will be full compensation for all work covered by this Article
including but not limited to removing and disposing of designated trees, including stumps,
and repairing any damage to vegetation that is to be preserved.
Payment will be made under:
Work Common to Water and Sewer Line Construction
5-9 March 2000
Selective Tree Removal, 6 inch EA
Selective Tree Removal, 10 inch EA
Selective Tree Removal, 15 inch EA
Selective Tree Removal, 18 inch EA
5.11 FENCE RESET
A. Description:
The work covered by this Article consists of removing and resetting existing fences of
various types that are within the construction right-of-way and' interfere with construction
procedures.
B. Construction Requirements:
At the locations designated on the drawings or directed by the Engineer the Contractor
shall remove and reset existing fences in accordance with the following provisions.
The following two cases will be defined for the removal and resetting of existing fences:
Case I is defined to cover woven wire or barbed wire fences.
Case 11 is defined to cover all types of fence other than woven wire and barbed wire
fences.
The existing fence shall be removed and reset to the locations indicated on the drawings
or directed by the Engineer. The fence, after resetting, shall be in a condition equal to or
better than that existing before the fence was removed. The Contractor will be required to
replace any of the fence components which have been unnecessarily damaged by him.
The Contractor shall maintain security of fenced areas that contain livestock during all
phases of construction between the removal and resetting of the fence.
If the owner of the fence to be reset desires to repair, rebuild, or renew any parts of the
fence, and agrees to furnish the materials without cost to the Contractor, then the
Contractor shall repair, rebuild, renew, and reset such fence using the material furnished
by the owner at no additional cost to the owner or the City.
C. Method of Measurement:
The quantity of fence reset to be paid for will be the actual number of linear feet of fence
that has been acceptably reset. Measurement will be made along the fence after it has
been reset from center of end post to center of end post.
D. Basis of Payment:
The quantity of fence reset, measured as provided in Sub-Article 5.11 C., will be paid for
at the contract unit price per linear foot for "Reset Case _ Fence°.
The above price and payment will be full compensation for all work covered by this Article
including but not limited to removing, hauling, and re-erecting the existing fence; and
Work Common to Water and Sewer Line Construction
5-10 March 2000
furnishing and installing any components unnecessarily damaged by the Contractor's
forces.
Payment will be made under:
Reset Case I Fence LF
Reset Case II Fence LF
5.12 ENCASEMENT PIPE BY BORING AND JACKING METHOD
A. Description:
The work covered by this Article consists of installing encasement pipe under roadways
and railways by boring and jacking method.
B. Construction Requirements:
The bore pit shall be no larger than that which is reasonably required to accommodate the
boring and jacking operations. The location of the bore pit shall be, in all cases, as
directed by the Engineer.
The Contractor will be required to take all reasonable precautions to prevent damage to
the roadbed above when installing encasement pipe. Voids around the encasement pipe
shall be kept to an absolute minimum. The Inspector shall have the authority to order
boring discontinued where in his opinion damage to the roadway or railway appears likely.
The Contractor shall take necessary measures to protect the roadbed before again
commencing operations. Where excessive voids develop, such corrective action as is
directed by the Engineer shall be taken.
When the encasement pipe is to be installed through rock, the Contractor shall make the
bore using the appropriate rock bit.
Where encasement pipe is installed in State right-of-ways, the entire installation shall be
as required by the NCDOT. Where encasement pipe is installed in Railroad right-of-ways,
the entire installation shall be as required by the appropriate Railroad agency.
Brick headers shall be constructed at each end of the encasement pipe in such a manner
as to minimize shear on the carrier pipe. When directed by the Engineer a drain outlet
shall be provided at the low end of the encasement pipe.
The Contractor shall furnish and install carrier pipe restraint devices, approved by the
Engineer, at each pipe joint to keep the carrier pipe from floating or deflecting within the
encasement pipe.
C. Method of Measurement:
The quantity of encasement pipe to be paid for will be the actual number of linear feet of
encasement pipe that has been acceptably installed by boring and jacking method.
Measurement will be made from face of bore to face of bore.
D. Basis of Payment:
Work Common to Water and Sewer Line Construction
5-11 March 2000
The quantity of encasement pipe, measured as provided in Sub-Article 5.12 C., will be
paid for at the contract unit price per linear foot for "Furnish and Install Inch
Encasement by Boring and Jacking Method", or at the contract unit price per linear foot
for "Furnish and Install Inch Encasement Through Rock".
5.13 REMOVE AND REPLACE DRIVEWAY PIPE
A. Description:
The work covered by this Article consists of removing and replacing existing driveway
pipe that conflicts with the construction of water or sewer lines.
B. Construction Requirements:
The Contractor shall remove and stockpile existing driveway pipe that conflicts with the
installation of the proposed pipe line or appurtenance. Immediately after the proposed
pipe line or appurtenance has been installed, the Contractor shall replace the removed
driveway pipe. The driveway pipe, after being replaced, shall be in a condition equal to or
better than that existing before the pipe was removed. The Contractor will be required to
replace, with new pipe, any of the existing driveway pipe unnecessarily damaged by him.
When, in the opinion of the Engineer, the existing driveway pipe is in such a poor
condition that replacement would not be practicable or the pipe is of substandard material
or size, the Engineer will authorize the use of new reinforced concrete pipe for
replacement. The Contractor will be paid, on a Force Account basis, the actual invoice
cost of the new pipe plus fifteen percent (15%) for profit and overhead The Contractor
shall dispose of the existing driveway pipe that was not replaced.
If the owner of the driveway pipe to be replaced desires and agrees to furnish new
reinforced concrete pipe for replacement without cost to the Contractor, then the
Contractor shall use the pipe furnished by the owner at no additional cost to the owner or
the City. The Contractor shall dispose of the existing driveway pipe that was not replaced.
No direct payment, except pipe cost plus 15% as outlined above, will be made for any of
the driveway pipe removal and replacement operations, as such work will be considered
incidental to other work being paid for under the various bid items in the contract.
Work Common to Water and Sewer Line Construction
5-12 March 2000
SECTION 6 OF
CITY OF GREENSBORO STANDARD SPECIFICATIONS
EROSION ARID SEDIMENTATION CONTROL
SECTION 6
6.01 GENERAL DESCRIPTION
The Contractor shall be required to take every reasonable precaution throughout the contract to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or, other property as required by the Sedimentation Pollution
Control Act of 1973 and the 1974 Amendments to the Act.
Failure on the part of the Contractor to comply with the provisions of the Erosion Control Plan or
to perform erosion control work as directed will result in the Engineer, Inspector or NCDEHR
notifying the Contractor to comply with these provisions. In the event that the Contractor fails to
begin such remedial action or fails to begin erosion control work within 24 hours after receipt of
such notice with adequate forces and equipment, the engineer may proceed to have the work
performed with other forces. No payment will be made to the Contractor for work performed by
others. Any costs incurred by the City due to the failure of the Contractor to comply with these
provisions will be bome by the Contractor. Such costs will include civil penalties assessed for soil
erosion and sedimentation control violations. Any costs incurred by the City for work performed
by others as provided above in excess of the costs that would have been incurred had the work
been performed by the 'Contractor will be deducted from retainage or other monies due the
Contractor on his contract.
Temporary and permanent erosion control measures shall be as shown on the plans, as required
by construction conditions, or as directed by the Engineer. All permanent erosion control work
shall be incorporated into the work at the earliest practicable time. Temporary erosion control
measures shall be coordinated with permanent erosion control measures and all other work on
the project to assure economical, effective and continuous erosion control throughout the
construction and post construction period and to minimize siltation of streams, lakes, reservoirs,
other water impoundments, ground surface, or other property.
Temporary erosion control measures shall include but not be limited to swaled ouffall right-of-
way, silt fences, crushed stone check devices, silt basins (sedimentation traps), mulching, earth
berms, and rip-rap.
Permanent erosion control measures shall include but not be limited to swaled outfall right-of-way
and seeding of disturbed areas.
Temporary erosion control measures may include work outside of the construction right-of-way or
limits where such work is necessary as a result of construction such as haul roads, equipment
and material storage sites, borrow pit operations, and disposal of waste and debris. The
Contractor shall develop an erosion control plan for the above areas that are outside the
construction right-of-way or limits and submit the plan to the Regional Engineer for the North
Carolina Department of Environmental Health and Natural Resources, Land Quality Section for
review and approval. The Contractor shall restore the above areas to the satisfaction of the
Engineer. The Contractor shall be responsible for all damages to public or private property
arising out of his negligence in providing proper erosion control measures.
Materials for temporary and permanent erosion control measures shall have been approved by
the Engineer before being used or shall be as directed by the Engineer.
Erosion, and Sedimentation Control
6-1 fKarch 2000
The Contractor shall acceptably maintain erosion control measures installed by the Contractor,
and all temporary erosion control devices shall be removed by the Contractor as directed by the
Engineer.
6.02 TIME ELEMENT IN EROSION CONTROL MEASURES
Temporary and permanent erosion control measures shall be carried out and coordinated to
provide continuous erosion and siltation control from the pre-construction stage through the post-
construction stage. Seeding and mulching or proper ground cover will be provided on exposed
slopes within 15 working days following completion of any land-disturbing phase of construction.
Permanent seeding and mulching or proper ground cover will be provided for all disturbed areas
within 15 working days or 90 calendar days (whichever is shorter) following completion of
construction of the water and sewer systems. Seeding and mulching shall be considered a part
of construction for the purpose of estimate payments. Deviations from this procedure shall be
only with the written authorization of the Engineer.
6.03 EROSION CONTROL MEASURES
Erosion and siltation shall be controlled on this project. The Contractor shall take such action as
is required to accomplish this objective, including but not limited to, the following measures:
1. A swale shall be constructed in the sewer outfall right-of-way to control run-off and convey
the run-off from the disturbed area to controlled discharge points.
2. Silt fences, rip-rap, crushed stone, and earth berms shall be constructed as directed by the
Engineer at discharge points in order to contain silt. On erodable slopes these devices shall
be constructed as directed by the Engineer to inhibit erosion and prevent siltation.
3. The Contractor shall install pipe culverts at the locations where major access or haul roads
cross drainage ditches or streams. In cases where access or haul roads cross large streams
(as determined by the State) the Contractor may be required to bridge the stream crossing.
The Engineer will determine the size of the pipe culvert at each location. Rip-rap shall be
placed around both ends of the pipe culvert and silt basins constructed downstream from the
culvert as directed by the Engineer.
When the access or haul road is no longer required for construction purposes, the Contractor
shall remove the pipe culvert or bridge and stabilize the disturbed drainage ditch or stream
banks with rip-rap.
4. The Contractor shall construct silt basins at each location where pipe lines cross a drainage
ditch or stream. The silt basin shall be constructed downstream from the crossing as directed
by the Engineer.
Immediately after the pipe line has been installed across the drainage ditch or stream, the
Contractor shall stabilize the disturbed drainage ditch or stream banks with rip-rap.
5. The Contractor shall schedule and perform a continuous construction operation at all
drainage ditches and stream crossings in order to minimize the time working in the drainage
ditch or stream.
6. Seeding and mulching shall be employed as a permanent erosion control measure as soon
after pipe installation as practicable.
Erosion and Sedimentation Control
6-2 March 2000
After a temporary erosion control device has served its purpose it may be reused and paid for at
other locations, (if covered by a pay item) providing it is still in satisfactory condition.
6.04 TEMPORARY MULCHING
Temporary mulch may be used for the prevention of excessive soil erosion during construction
operations where it is impossible or impractical to perform permanent seeding and mulching
because of weather conditions. Temporary mulch shall be placed promptly when directed by the
Engineer.
Temporary mulches may be straw, fiber mats, netting, bark, wood chips, or other suitable
material acceptable to the Engineer and shall be reasonably clean and free of noxious weeds
and deleterious material. Mulch shall be spread uniformly over the area by hand or by means of
appropriate mechanical spreaders or blowers to obtain an application satisfactory to the
Engineer. The Contractor shall apply a sufficient amount of asphalt or other type material to
assure that the temporary mulch is properly held in place.
6.05 SEEDING AND MULCHING
Seeding and mulching shall be done in accordance with all applicable provisions of Section 1660
of the NCDOT 1995 Standard Specifications, and the following provisions.
Seeding and mulching shall be done on all earth areas disturbed by construction or as
designated by the Engineer. In roadway right-of-way the cleanup shall follow the construction
such that seeding and mulching shall follow pipe laying as close as possible to avoid erosion of
soil and subsequent siltation of streams.
Lawn Areas
All seeded areas subject to be mowed and maintained as lawn areas shall be prepared such
that no secondary raking shall be necessary in order for a lawnmower to pass smoothly over
the seeded area.
The kinds of seed, and fertilizer, and the rates of application of seed fertilizer, and limestone
shall be as stated below.
All rates are in pounds per acre.
100 # Ky. 31 Tall Fescue or Alta Tall Fescue
25 # Kenblue Bluegrass
25 # Reliant Hard Fescue
1000 # fertilizer
4000 # limestone
Approved Kentucky Bluegrass Cultivars
Kenblue Glade Adelphi Baron
Columbia Flyking Merit Plush
Sydsport Touchdown Vantage
Approved Hard Fescue Cultivars:
6-3
Bristol Challenger
Ram I Rugby
Erosion and Sedimentation Control
March 2000
Spartan Scaldis Aurora Reliant Valda Crystal
Waldina
Fertilizer shall be 10-20-20 analysis. Upon written approval of. the Engineer a different
analysis of fertilizer may be used, provided the 1-2-2 ratio is maintained and the rate of
application adjusted to provide the same amount of plant food as a 10-20-20 analysis.
All Other Areas
The kinds of seed, and fertilizer, and the rates of application of seed fertilizer, and limestone
shall be as stated below.
All rates are in pounds per acre.
4000 # agricultural limestone
1000 # 10-10-10 fertilizer
(Note: lime and fertilizer are to be disked into the soil surface to a minimum depth of 4
inches)
Late Winter Early Spring
A. Grass:
1. Tall Fescue -150 #
B. Grass - Legume Mixture:
1. Tall Fescue -100 plus Serecia Lespedeza (scarified) 60 #
2. Tall Fescue -100 plus Crownvetch - 25 #
Early Spring Late Spring
A. Grass:
1. Tall Fescue -150 #
2. Tall Fescue -100 #, plus Weeping Lovegrass - 5 #
B. Grass - Legume Mixture:
1. Tall Fescue -100 # plus Serecia Lespedeza (scarified) 60 #
Summer
A. Grass:
1. Tall Fescue -150 #, plus Weeping Lovegrass - 5 #
2. Weeping Lovegrass - 5 #, plus Browntop Millet or Sorghum-Sudan Hybrids - 50 #
B. Grass - Legume Mixture:
1. Weeping Lovegrass - 5 #, plus Serecia Lespedeza (scarified) 60 #
Late Summer Eariv Winter
A. Grass:
1. Tall Fescue -150 #
Erosion and Sedimentation Control
6-4 March 2000
B. Grass - Legume Mixture:
1. Tall Fescue -100 #, plus Serecia Lespedeza (unscarified) 60 #
2. Tall Fescue -100 #, plus Crownvetch - 25 #
3. Tall Fescue - 75 #, plus Annual Ryegrass - 25 #, plus Serecia Lespedeza (unscadfied)
60 #
After seeding, the area is to be rolled or cultipacked to insure that the seed is pressed into
contact with the soil surface. All seeded areas are to be mulched with straw mulch at the
rate of 3000# per acre (approximately 100 bales per acre).
Apply asphalt emulsion to the straw mulch at the rate of 150 gallons per acre.
The above seeding recommendations and rates have been prepared for selection of a
vegetative cover suitable for soil erosion control in the Greensboro area.
Area soil types, climatic conditions, seed availability and individual plant characteristics are
all taken into account in the above recommendations. Due to density, uniformity and textural
quality reasons, the above selections are not recommended for lawn area use.
Payment will be made under:
Seeding and Mulching AC
Seeding and Mulching, Lawn Areas AC
6.06 SEED QUALITY REQUIREMENTS
The seed quality requirements shall be as follows:
1. Seed shall be entirely free from bulblets or seed of Bermuda Grass, Johnson Grass,
Nutgrass, Sandbur, Wild Onion, Wild Garlic, Witchweed, and Crotalaria.
2. Seed shall not contain more than 2%, singly or collectively, of crop seed other than the
kind or kinds of seed specified.
3. The limits of restricted noxious weed seed which are specified for the kinds of seed refer
to the number per pound, singly or collectively, of cocklebur, blessed thistle, wildradish,
Canada thistle, Corncockle, field bindweed, quackgrass, giant foxtail, dodders, dock,
horsenettle, bracted plantain, buckhom plantain, sicklepod, partridge pea, spurred anoda,
velvetleaf, ragged robin, or wild mustard. However, in no case shall the number of
cocklebur, blessed thistle, sicklepod, partridge pea, spurred anoda, or velvetleaf exceed 4
seeds of each per pound; the number of corncockle shall not exceed 10 seeds per pound;
the number of wild radish shall not exceed 12 seeds per pound; the number of Canada
thistle, field bindweed, ragged robin, or Texas panicum shall not exceed 27 seeds per
pound; nor shall the number of quack grass, giant foxtail, dodder, dock, horsenettle,
bracted plantain, buckhom plantain, or wild mustard exceed 54 seeds of each per pound.
4. The seed quality requirements are as follows:
Alta Fescue or Kentucky 31 Tall Fescue: Minimum 80% pure live seed; maximum 1%
total weed seed; maximum 2% total other crop seed; maximum 100 restricted noxious
weed seed per pound.
Erosion and Sedimentation Contra!
6-5 March 2000
6.07 PAYMENT FOR EROSION CONTROL
The Contractor will be paid for erosion control measures as follows:
1. Stone for Erosion Control:
The description of work, material requirements, construction methods, method of
measurement, and basis of payment shall conform fully to Section 1610 of the NCDOT 1995
Standard Specifications.
The stone shall be placed in accordance with detail drawing No. 215 in the City's "Roadway &
Utility Standard Drawings" manual or as directed by the Engineer.
Payment will be made under:
Stone for Erosion Control, Class Ton
2. Payment at the contract price per linear foot for "Temporary Silt Fence" shall be full
compensation for all labor, tools, equipment, materials, and incidentals necessary to furnish,
install, and maintain a silt fence; remove and dispose of collected silt and surplus spoil; and
remove the silt fence when in the opinion of the Engineer, it is no longer needed for erosion
control.
The quantity of silt fence to be paid for will be the actual number of linear feet of silt fence
which has been satisfactorily installed at the locations shown on the drawings or at locations
designated by the Engineer.
3. Payment at the contract price per acre for "Temporary Mulch" shall be full compensation for
all labor, tools, equipment, and materials necessary to furnish and place temporary mulch for
erosion control.
No payment will be made for temporary mulch that has been required because of the
Contractor's failure to perform work properly or to seed and mulch the work according to
schedule.
The quantity of temporary mulch to be paid for will be the number of acres, measured along
the surface of the ground, over which temporary mulch has been placed as directed by the
Engineer.
4. Matting for Erosion Control:
All matting material shall be excelsior matting.
The description of work, placing of matting, method of measurement, and basis of payment
shall conform fully to Section 1631 of the NCDOT 1995 Standard Specifications.
Payment will be made under:
Matting for Erosion Control SY
Erosion and Sedimentation Control
6-6 fKarch 2000
5. Payment at the contract price per acre for "Seeding and Mulching" shall be full compensation
for all work of seeding and mulching including but not limited to furnishing all limestone,
fertilizer, seed, mulch, asphalt, and other materials; cleanup of vegetation, stones, and other
debris prior to seedbed preparation and mulching; seedbed preparation; applying and
covering limestone, fertilizer, and seed; applying mulch; holding mulch; and maintenance.
The quantity of seeding and mulching to be paid for will be the actual number of acres of
seeding and mulching, measured along the surface of the ground, which has been completed
and accepted.
6. Rip-rap used for erosion control measures will be paid for at the contract unit price per square
yard for "Plain Rip-Rap, Class " and shall be full compensation for all labor, equipment,
materials, and incidentals necessary to furnish, haul, and place rip-rap for erosion control.
The rip-rap material shall meet the requirements of the NCDOT 1995 Standard Specifications
for Plain Rip-Rap.
7. Earth Diversion Berm:
Payment at the contract unit price per linear foot for "Construct Earth Berm for Diversion"
shall be full compensation for all labor, equipment, materials and incidentals necessary to
construct and maintain an earthen diversion berm for erosion control.
The construction and maintenance of the diversion berm shall conform to the detail as shown
on the plans.
8. Temporary Sediment Basin:
At the locations shown on the plans or as directed by the Engineer, the Contract will construct
and maintain temporary sediment basins according to the dimensions shown on the plans.
Upon completion of the project the Contractor shall remove the temporary sediment basin.
Payment for the work will be made at the contract unit price per each for "Temporary
Sediment Basin - Construction and Removal". Such price and payment shall be considered
full compensation for all labor, equipment, materials and incidentals necessary to construct,
maintain and remove the temporary sediment basin for erosion control.
9. Filter Fabric for Rip Rap:
Filter fabric for rip rap used for erosion control measures will be paid for at the contract unit
price per square yard for "Filter Fabric for Rip Rap" and shall be full compensation for all
labor, equipment, materials and incidentals necessary to furnish and place filter fabric for rip
rap.
Filter fabric for rip rap shall meet the requirements of the NCDOT's 1995 Specifications
Section 1056 for engineering fabrics, Type 2.
10. Construction Entrance:
At the locations shown on the plans or as designated by the Engineer, the Contractor shall
construct and maintain construction entrances. These will be paid for at the contract unit price
per each for "Construction Entrance, C.O.G. Std. #217" and shall be full compensation for all
Erosion and Sedimentation Control
6-7 March 2000
labor, equipment, materials and incidentals necessary to fumish and maintain construction
t entrances.
11. No direct payment will be made for erosion control measures except as outlined above in
Paragraphs (1) thru (10). The Contractor shall include in his bid the cost of any and all
erosion control measures not included in Paragraphs (1) thru (10) that are required to
satisfactorily control erosion and sedimentation throughout the construction of the project.
Also no direct payment will be made for any erosion control measures outside of the
construction right-of-way that are necessary as a result of construction such as haul roads,
equipment and material storage sites, borrow pit operations, disposal of waste and debris
and any other operations that occur outside of the construction right-of-way.
4

r
Erosion and Sedimentation Contmi
6-8 f?'arch 2000
SPECIAL CONDITIONS FOR
McKNIGHT MILL ROAD FORCE MAIN PROJECT
Contract 2002-22A
McKnight Mill Road Force Main
SPECIAL CONDTIONS
McKNIGHT MILL ROAD FORCE MAIN
GENERAL DESCRIPTION
This section modifies the Standard Specifications (October 2000).
BIDDER'S NOTICE
The City of Greensboro will not accept improperly completed bid proposals. The Bidder
shall complete each line item of the proposal including dollars and cents for the unit price
and the extension. A zero line item bid or a blank line item will be considered non-
responsive and the proposal will be rejected.
CHANGES IN WORK
The contract work shall consist of project P-412207 as shown in the Contract Plans,
however, the City reserves the' right to extend this contract up to 50% beyond the
original contract amount at the same unit prices if it deems it in the best interest of the
city.
CONTRACT EXECUTION CONTRACT TIME AND LIQUIDATED DAMAGES
The Agreement and such other Contract Documents as required will be executed and
delivered by the Contractor to the Owner within ten (10) calendar days of the Notice of
Award and receipt of the Contract Documents for execution. According to N.C.G.S. 143-
129, the Contractor shall forfeit his bond if the Contract Documents are not returned
ready for execution within the ten (10) day time. Within ten (10) days of receipt of
correct and complete Contract Documents, the Owner will execute and deliver one
executed Contract to the Contractor along with the Notice to Proceed. Should the
Contractor exceed the ten (10) days allowed to return correct and complete documents
to the Owner, the Owner in turn will not extend the completion date by the number of
days beyond the ten (10) described above. The Contractor will be notified of this non-
extension in the Notice to Proceed.
The anticipated date of availability for this Contract is on or before` 2002.
The completion date for this Contract is , 2003.
The liquidated damages for this Contract are Five Hundred Dollars ($500.00) per each
calendar day that the Contract work remains unfinished beyond the completion date.
ADEQUATE WORK FORCE
The Contractor is made aware that this is a Priority City of Greensboro sewer project.
And as such, the Owner will closely monitor the Contractor's progress to ensure
completion of the project by the Contract. Completion Date. The Contractor will provide
the City with a proposed construction and payout schedule within 14 calendar days of
the contract award. This schedule will be discussed/revised in the pre-construction
meeting and will be used to monitor the Contractor's monthly progress. Should the
Page 1 of 16
Contract 2002-22A
McKnight Mill Road Force Main
Contractor fail to meet the dates outlined in his schedule, the City will pursue additional
resources be used by the Contractor to complete the work on schedule.
SALES TAX RECORDS
There is a NC Sales Tax line in the Proposal in the amount of '7T, . 'l Thousand
Dollars ($ _ to be included in the Total Amount Bid for Entire Contract. This
line item will be used to pay the Contractor for all sales tax certificates furnished to the
City. The Contractor will be paid for valid Sales Tax Certificates submitted in excess of
this amount.
North Carolina Sales Tax should not be included in the individual unit prices bid on
materials to be used in the project. Pursuant to N.C.G.S. 105-164, for all materials
incorporated into the work under the Contract, the Contractor will furnish the City a list
showing the invoice number, date, the person or firm the invoice is from, the material
involved, the cost of the material, and the amount of North Carolina State Sales and Use
Tax remitted to the State. The Contractor is responsible for submitting sales tax
documentation for materials purchased by subcontractors. The Contractor will certify
that the list is correct and will submit the list each month with his payment invoice on the
City's standard Contract Sales Tax Certificate form.
CONTINGENCY ALLOWANCE
There is a contingency allowance in the Proposal in the amount of Ten Thousand
Dollars ($10,000.00) that is to be included in the Total Amount Bid for the entire project.
This contingency allowance is to be used to cover the cost of unforeseen changes to the
work.
The Contractor shall, prior to performing any extra work, obtain the approval of the
Construction Engineer for payment under this item. At the completion and final
acceptance of all work performed under this Contract, the Contractor shall be paid in the
final estimate the total amount of the work performed minus the balance of funds
remaining in the Contingency Allowance.
LIABILITY INSURANCE REQUIREMENTS
The successful bidder shall be responsible for obtaining and maintaining adequate
liability insurance to completely and fully protect the City against all claims and actions
arising out of any and all property damages or personal injury or death. At a minimum,
this general liability insurance will be in the amount of $1,000,000.00 per occurrence.
The Contractor shall furnish proof of this liability insurance to be attached to the
executed copies of the contract.
POINT OF CLARIFICATION - UNIT PRICES
Unit prices should reflect the total cost associated with each unit item including its
proportional cost of overhead, anticipated profits, and other direct costs.
Wherever the estimated quantities of work to be done and materials to be fumished
under the Contract are shown in any of the documents including the Proposal, they are
Page 2 of 16
Contract 2002-22A
McKnight Mill Road Force Main
approximate and are given for use in comparing bids and the right is especially reserved
to increase or diminish them as may be deemed reasonably necessary or desirable by
the Owner to complete the work contemplated by the Contract and such increase or
decrease shall in no way invalidate the Contract nor shall any increase or decrease give
cause for claims or liability for damages.
The unit prices bid for such units shall remain unchanged and represent total
compensation for each work item accomplished.
INDEMNIFICATION OF THE CITY AND FINKBEINER PETTIS AND STROUT INC
The Contractor shall indemnify and save harmless the City and Finkbeiner, Pettis &
Strout, Inc. from all suits, actions, and damages or costs of every name and description
to which the City and Finkbeiner, Pettis & Strout, Inc. may be subjected or put to by
reason of injury to persons or property resulting from negligence or carelessness on the
part of the Contractor, his servants, or agents in or on account of any act or omission of
the Contractor, his servants, and the whole, or so much of the monies due or to become
due the Contractor under the Contract as may be considered necessary by the
Engineer, shall be retained by the City until such suits or claims for damages shall have
been settled or otherwise disposed of and satisfactory evidence to that effect furnished
to the Engineer. Other protections to the City by the Contractor shall be as set forth
under the Advertisement for Proposals, Instructions to Bidders, Project Special
Provisions, and Special Conditions.
PAYMENT AND PERFORMANCE BONDS
The Contractor will execute the payment and performance bonds contained in these
contract documents. Substitute payment and performance bonds will not be considered
acceptable and will be rejected. Payment and performance bonds required for this
project shall be executed by a corporate surety legally authorized to do business in the
State of North Carolina. The corporate surety shall have a rating of B, B+, A-, A or A+
according to the current Best's Insurance Reports for property and casualty insurers.
Contractor's liability and property damage insurance required by the contract shall be
provided by companies qualified to do business in North Carolina which have a rating of
B, B+, A-, A or A+ according to the current Best's Insurance Reports.
Ratings shall be determined as of the date that contracts are executed in writing by the
Contractor.
PAYMENT FOR MATERIALS NOT INCORPORATED INTO THE WORK
Payment will be made for stored materials not yet incorporated into the work as outlined
under Article 14 of the General Conditions. Payment to the Contractor will be made on
the first estimate after delivery and satisfactory storage of the materials.
WORK BY OTHERS
The Owner proposes to contract separately for the construction of the McKnight Mill
Road Pumping Station shown on Sheet 12 of the Drawings. The Contractor shall lay
sewer force main, and provide grading and access road construction to the limits shown
Page 3 of 16
Contract 2002-22A
McKnight Mill Road Force Main
on Sheet 12 and Sheet 14. The Contractor shall coordinate with the Pumping Station
Contractor where the work under the two separate contracts interface so that the force
main, site grading, and access road are properly connected as intended. The Contractor
shall provide appropriate ductile iron fittings, pressure class 350, where the force main
connects to the piping installed by the Pumping Station Contractor.
EXISTING WELLS AND SEPTIC FIELDS
The Contractor is made aware that there are existing wells and septic fields along this
project. Any damage to these systems resulting from negligence on behalf of the
Contractor, will be the responsibility of the Contractor to correct.
Lay sewer force main and sanitary sewer gravity main maintaining a minimum horizontal
separation of twenty-five (25) feet from any existing private well.
REPLACEMENTS
Replace existing pavements, driveways, parking areas, curbs, gutters, berm stone,
sidewalks, water lines, gas lines, sewers, catch basins, headwalls, drains, field tile,
conduit pipes, cables, fences, grassed areas, and other existing facilities removed or
otherwise disturbed in carrying out the Work in as good a condition as found and to the
approval of Owner.
Existing mail boxes and traffic signs in the line of construction shall be removed and
erected in temporary locations in a manner satisfactory to Owner, and after completion
of construction, moved to and re-erected in their original locations within the same day.
Existing fences, decorative walls, advertising signs, and other such existing features in
the line of construction shall be removed, stored, protected, and re-erected in their
original locations unless otherwise directed by Owner.
All materials broken or disturbed to such an extent as to require replacement shall be
replaced with new material at the expense of Contractor.
Exception to the above shall be made in the case of Work and materials for which
payment will be made under Sections subsequently specified and at the appropriate unit
prices included in the Contract.
Work and materials shall be in accordance with applicable requirement of these Contract
Documents and, where not included herein, the requirements of applicable NCDOT
Sections as approved by Engineer.
In any event, Contractor shall be liable for any damage to public or private property
caused by movement of equipment or by other operations and shall repair or replace, to
the condition existent prior to the Work, any public or private property damaged by his
operations.
GRAVEL ACCESS ROAD CONSTRUCTION
Perform site grading as required on Drawings to line and grade shown, shape roadside
ditch as required on Drawings and install culvert pipe where required. Fill material under
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McKnight Mill Road Force Main
proposed access road shall be compacted to 98% maximum density at optimum
moisture content.
Apply and compact 8-inch crushed Aggregate Base Course, follow NCDOT Section 520
material and construction requirements.
Payment will be made per ton under "Aggregate Base Course".
CULVERT PIPE FOR PUMP STATION ACCESS ROAD
Material:
Reinforced Concrete Pipe, NCDOT Section 1032-9(B), Class III. Provide flared-end
section on outlet end of each culvert.
Construction Requirements:
Follow NCDOT Section 310, lay culvert pipe to grade and slope shown on Drawings
Payment will be made per linear foot under "24-inch R. C. Pipe Culverts, Class III", and
per each for "24-inch R. C. Pipe Flared End Section, Class III".
REMOVE AND REPLACE DRIVEWAY PIPE
Follow Article 5.13 of the Greensboro Standard Specifications and the following Special
Requirements:
Within NCDOT right-of-way, replace all existing driveway pipe less than 15 inches in
diameter that conflicts with the installation of the proposed pipeline. Replace with 15-
inch Reinforced Concrete Pipe (NCDOT Section 1032-9(B), Class III).
Payment will be made per linear foot under "15-inch R. C. Pipe Culverts, Class II1".
BACKFILL AND PAVEMENT REPAIR FOR NCDOT "SR" ROADWAYS
Except as stated in this section, conform to backfill requirements for pipe trenches under
existing asphalt pavement, gravel driveways, concrete driveways, and concrete sidewalk
as provided in Article 5.03 of the Greensboro Standard Specifications. Following
backfill, replace existing gravel driveways as described in Article 5.07 of the Greensboro
Standard Specifications and replace concrete driveway and sidewalk as described in
Article 5.05 of the Greensboro Standard Specifications; the thickness of gravel or
sidewalk replacement shall not be less than the original thickness of the existing
pavement or sidewalk. Except as stated in this section, replace existing asphalt
pavement removed for trench construction as provided in Article 5.04 of the Greensboro
Standard Specifications.
Special requirements apply to this project for backfill and asphalt pavement replacement
for trenching adjacent to and under existing asphalt highways owned by the North
Carolina Department of Transportation, noted as "SR" routes on the Drawings. These
requirements are described below.
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1. Follow Detail on Drawings in lieu of Greensboro Standard Detail No. 107.
Backfill below asphalt base coat shall be suitable material approved by Engineer
compacted to 100% of maximum density at optimum moisture content. Engineer
may direct backfill using ABC Stone (Article 5.07 of the Greensboro Standard
Specifications) if Engineer determines adequate compaction cannot be achieved
with material available from trenching. This compacted backfill standard shall
apply within the open cut area of the existing roadway from the top of the pipe
bedding to 9 inches below the surface of the existing pavement, and shall extend
over the road shoulder beyond the existing edge of pavement along a 45-degree
plane as shown on the Drawings.
2. Apply 6 inches of Asphalt Concrete Base Course (NCDOT Section 630, Type
HB) above compacted backfill, compacted in a minimum of two lifts.
3. Apply 2 inches of Asphalt Concrete Binder Course (NCDOT Section 640, Type
H) placed with a mechanical paver.
4. Apply 2 inches of Asphalt Concrete Surface Course (NCDOT Section 645, Type
1-2) placed with a mechanical paver. The first 1-inch shall rise to the existing
pavement surface and the second 1-inch shall be extended as an overlay to
cover the shaded area shown on the Drawings. The overlay shall be gradually
tapered where applied on top of existing pavement outside of the trench area to
match existing pavement grade at the end of the overlay.
UTILITY ADJUSTMENTS
The Contractor will be required to "pothole" existing utilities to verify depth. The
Contractor will pothole utilities a minimum of 150' in advance of trenching operations.
Should adjustments be required, the Contractor will be paid for the adjustment on a
Force Account basis as described in the Supplementary Conditions to the Standard
Specifications. All adjustments shall conform to the applicable Articles in the Standard
Specifications. There will be no direct payment for the "pothole" operations.
"DOGHOUSE" TYPE MANHOLE
Additional Materials not Included in Section 2:
Preformed Plastic Adhesive Waterstop (PPAWS): Federal Specification SS-SS-210A;
single component, self-sealing plastic adhesive type, extruded rope form between two
protective silicone treated papers, 1 inch square cross section, 1 inch lap splice, furnish
with primer, Synko-Flex Products or as approved.
Grout: Non-shrinking and non-corrosive, Five Star Products, Inc., W. R. Meadows, Inc.,
Sealtight 588 Grout, or as approved.
Construction Requirements:
Manhole No. 1, Sheet 2 of Drawings, shall be a "doghouse" type manhole over an
existing 15-inch sanitary sewer pipe. Conform to Article 4.05 of Standard Specifications
except as follows:
Furnish 5 -foot diameter base riser section, 2-feet in depth, precast with "doghouse" type
opening to accommodate installation over existing 15-inch diameter sewer pipe. Follow
Detail for a "Doghouse" Type Manhole on the Drawings.
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Cut and remove top one-half of existing 15-inch sewer pipe within area of existing pipe
that will be within the new "doghouse" type manhole. Install (PPAWS) around opening
between existing pipe and new manhole base slab and base riser prior to beginning new
manhole installation.
Place base slab for "doghouse" type manhole using Class AA concrete (2002 NCDOT
Standard Specifications for Roadways and Structures, Section 1000), 12-inches thick.
Set "doghouse" base riser over pipe and key into base slab after base slab begins to
stiffen but before complete hardening has occurred.
After base slab has set, install grout in remaining open space between existing sewer
pipe, base slab, and base riser to establish a complete seal around pipe.
Method of Measurement:
"Doghouse" type manhole (5-feet diameter): The quantity of "doghouse" type manholes
to be paid will be the actual number of manholes that are six feet or less in depth which
have been furnished, satisfactorily installed, and accepted. Concrete base slab,
including all labor, equipment, and material, included in price.
That portion of the manhole over six feet in depth will be paid for under the contract bid
item "Extra Depth for Standard No. 201 Manhole".
SEWER FORCE MAIN
Materials:
Pipe: Ductile Iron Pipe, follow 2.03D of City of Greensboro Standard Specifications
(October 2000)
Fittings: Ductile Iron, AWWA C110 or C153, 1 mil minimum red alkyd primer exterior
coating, AWWA C104 cement mortar interior lining with seal coat.
Joints: AWWA C111, rubber gasket, push-on or mechanical type, with joints within the
lengths noted on Drawings to be restrained type joints. Restrained push-on joints shall
be completely boltless; Clow Super-Lock, American Flex-Ring, US Pipe TR Flex, or as
approved by Engineer. Restrained mechanical joints shall be MEGALUG as
manufactured by EBAA Iron, Inc., or as approved by Engineer, of ductile iron and with a
working pressure of at least 250 psi and a minimum safety factor of 2:1. For bolted
joints, bolt length shall be such that all threads of the nut will be engaged.
Construction Requirements:
Follow requirements of Section 4 of the Greensboro Standard Specifications and the
following provisions:
1. Install force mains at a minimum 10 foot horizontal distance from water mains
and at a minimum 18 inches vertical distance from water mains at their crossing,
both as measured between the outside of pipe walls. At crossings, install one full
length of force main pipe so both joints will be as far from the water main as
possible.
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2. Install pipe in locations and at grades shown or specified, except as otherwise
permitted or ordered by Engineer to avoid existing or proposed utility lines or
other obstructions encountered; to secure a more readily accessible position for
trenching; or to facilitate the location of various pipe appurtenances; avoid high
and low points in the main.
3. Install restrained joints in pipe within the lengths noted on the Drawings, follow
manufacturer's instructions.
4. Use suitable fittings, usually 118 bends, when abrupt grade changes of the pipe
are necessary to avoid existing utilities or other obstructions, so as to secure an
easy flow of liquid and to provide sufficient cover below same unless noted
otherwise. When additional bends are used beyond those shown on Drawings,
provide restrained joint piping on each side of the fitting as prescribed by the
Restrained Joint Table in the Miscellaneous Details section of the Drawings.
5. Install pipe to allow for expansion and contraction without stressing pipe or joints
6. Deflect pipe joints in strict accordance with pipe manufacturer's instructions.
7. With push-on joints, wipe surfaces that contact rubber gasket clean and dry just
prior to making joint. Use a lubricant in accordance with the manufacturer's
instructions when making joint.
8. With mechanical joints, brush surfaces that contact rubber gasket with soapy
water to remove all sand and grit just prior to making joint.
9. With the use of MEGALUG or other type of restrained joint which, as determined
by Engineer, will abrade, score or otherwise damage the red alkyd coating on the
pipe, provide polyethylene encasement for each joint for a distance of 5 feet each
side thereof; comply with AWWA C105 Method A and manufacturer's
instructions. Completely tape all overlaps and seams. Repair all rips, punctures
and other damage to the polyethylene.
10. When necessary to cut pipe at fittings, valves, or elsewhere, the remaining
portions may be used to minimize the number of scrap pieces when the Work is
complete; however, scrap pieces less than 5 feet in length shall not be used.
11. Minimum cover for force main shall not be less than three (3) feet.
12. Maintain continuous upgrade on force main between each intermediate low point
and intermediate high point shown on the profile on the Drawings. No additional
low points or high points are permitted unless approved by the Engineer.
TRENCH AND BACKFILL EXTRA DEPTH (FORCE MAIN)
In the event that extra depth is necessary to avoid existing conflicts, the City may require
up to 12" extra depth on the sewer force main without additional compensation to the
Contractor. The Contractor will be paid for extra depth in addition to trench and backfill
for areas where the depth of the line varies more than 12 inches from the profile view
shown on the contract plans as directed by Engineer. The Contractor will be paid at the
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McKnight Mill Road Force Main
Contract unit price per linear foot for 'Trench and Back ill for 10" Sewer Force Main Extra
Depth'.
GRAVITY SANITARY SEWER MAIN
Pipe Material: Contractor may select Vitrified Clay Pipe, ABS Composite Pipe, PVC
Composite pipe, PVC Open Profile Pipe, or PVC Closed Profile Pipe. Follow Article 2.03
of Greensboro Standard Specifications for type selected.
Construction Requirements:
Follow requirements of Section 4 of the Greensboro Standard Specifications and the
following provisions:
1. Minimum bedding requirements shall be as specified in Section 4 of Greensboro
Standard Specifications and shall be included in the Contractor's unit price for
Sewer Line Installation. Engineer may require additional backfill requirements
when existing soils are not suitable as provided in Section 4.
2. Lay pipe on bedding material with their full lengths true to line and grade with the
aid of batterboards, grade pole and grade string, or other method approved by
Engineer. When batterboards are used, set not less than three at 25 foot
intervals and maintain in proper position at all times as a check on the accuracy
of the grade line. When laser beam equipment is used, check equipment a
minimum of twice daily, once in the A.M. and once in the P.M., in the presence of
Owner or Engineer to verify that equipment is maintaining the established line
and grade, and when temperature and other atmospheric conditions prevent the
laser beam from maintaining grade, provide additional ventilation through the
pipeline by the use of blowers as instructed by the equipment manufacturer or as
directed by Engineer.
3. Immediately notify Owner or Engineer of any misalignment of the pipe when laid
in accordance with established cuts or elevations.
4. Install pipe at a minimum 10 foot horizontal distance from water mains, and lay
pipes at a minimum 18 inches vertical distance from water mains at their
crossing, both as measured between the outside of the pipe walls. At crossings,
install one full length of pipe so both joints will be as far from the water main as
possible.
TESTING OF SEWER LINES AND MANHOLES
Quality Control Testing of Piping and Manholes for this Project shall include the
following:
Sewer Force Main (entire length): Pressure Testing at 150 psi test pressure for two
hours in accordance with Section 6.04C and 6.04D of "Minimum Design Criteria for the
Fast-Track Permitting of Pump Stations and Force Mains", adopted by the North
Carolina Division of Water Quality on June 1, 2000. Contractor is responsible for
providing water free of debris and solids for pressure testing. Air relief valves shall be
installed and operating properly at all high points on force main before pressure test.
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Sanitary Sewer Gravity Pipe: Visual Inspection and Leakage Testing, follow Article 4.12
of Greensboro Standard Specifications. Contractor to supply all labor, equipment, and
materials for leakage testing. Low-Pressure Air Test shall be used for leakage testing
unless approved otherwise by Engineer.
Sanitary Sewer Manholes MH-2 and MH-3: Vacuum Testing, follow Article 4.13 of
Greensboro Standard Specifications.
Sanitary Sewer "Doghouse" Type MH-1: Visual Inspection by Engineer. Contractor shall
correct all defects observed by Engineer.
Sanitary Sewer Gravity Pipe: If PVC Composite Pipe, PVC Closed Profile Pipe, or PVC
Open Profile Pipe is selected by Contractor, perform Deflection Test as described below:
Deflection Test
1. Test pipe with a representative of Engineer present for a maximum deflection of
5 percent not less than 30 days after final backfill has been placed, as
determined by Engineer.
2. Repair or replace pipes exceeding a deflection of 5 percent and then retest until
satisfactory test results are obtained.
3. Conduct tests by pulling an approved deflection probe, having a diameter not
less than 95 percent of the base inside diameter or average inside diameter of
the pipe depending on which is specified in the ASTM Specification, including the
appendix, to which the pipe is manufactured, through the sewer line without
mechanical pulling devices. Have a proving ring with an inside diameter equal to
the outside diameter of the probe available at the time the probe is used to verify
that the probe has the proper diameter by inserting the probe into the ring. The
pipe shall be measured in accordance with ASTM D2122.
4. Deflection Probe: By Wortco, Inc., Burke Concrete Accessories, Inc., or as
approved; designed specifically for testing the deflection of the type and size of
pipe subject to test; and complying with the following:
a. Odd number (no less than 9) of 1/2 inch by 3/16 inch bar stock runners
equally spaced on edge around and welded to the circumference of two
minimum 1/4 inch thick circular steel plates,
b. Distance between plates, out-to-out, of not less than 2 inches smaller than
the nominal diameter of the pipe to be tested, with runners extending
approximately 1-1/2 inches beyond each plate, being bent inward for this
distance at approximately 30 degrees.
c. Continuous 314 inch threaded rod through the center of the plates, having a
hex nut drawn tight against the inside face of each plate, and extending each
side as required for providing a 3/4 inch ferrule loop insert or similar piece for
attaching the pulling medium.
LIMITS OF LAND DISTURBANCE ACTIVITIES
The design of erosion control measures shown on the Drawings and the Erosion and
Sediment Control Permit obtained by the Owner for this Project is based on the
Contractor's adherence to the following limits to land clearing and disturbance activities:
1. Limit to within areas shown as Utility Easement (U. E.) or Temporary
Construction Easement (T. C. E.) on Drawings.
2. Where the construction of the sewer main is shown within NCDOT Right-of-Way
designated on the Drawings, limit land disturbance activities to the distance
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McKnight Mill Road Force Main
between the edge of pavement and the right-of-way line shown on the Drawings
on the side of the road where the sewer force main is shown to be installed.
3. Within NCDOT right-of-way where the proposed sewer force main is shown to
cross perpendicular or at an angle to the direction of the road, limit land
disturbance activities to within 10 feet of the center line of the proposed sewer
force main, except where erosion control measures are required that must be
beyond this limit as described above.
4. Where silt fencing is shown on the Drawings between the proposed water main
location and the outlet of an existing culvert, land disturbance activities shall be
further confined to the silt fence location on the side where the water main is
being installed.
5. Avoid disturbance of existing ground cover within 5 feet of either side of the
bottom of roadside ditches where the centerline of the proposed sewer force
main is located greater than 7 feet from the bottom of the roadside ditch.
No separate "lay down" or staging areas are provided by the Owner beyond the limits of
land disturbance defined above. In the event the Contractor exceeds the land
disturbance limits defined above, the Contractor may be required to enlarge or install
additional erosion control measures at no additional expense to the Owner, and may be
required to obtain a separate Erosion and Sediment Control Permit governing such
disturbance as provided in 6.01 of the Standard Specifications at no additional expense
to Owner.
TEMPORARY STOCKPILING OF EXCAVATED MATERIAL
No stockpile locations for spoil material are provided by the Owner for this project. The
Contractor may temporarily stockpile material from the trench within the defined limits of
land disturbing activities as defined above, while laying pipe, where not prohibited by
NCDOT, or other laws or regulations. By the end of each workday, or prior to the start of
inclement weather during the workday, trenches must be backfilled where pipe is
installed, excess material must be removed from the project site, and any required
erosion control protection on the surface of the disturbed area of backfill must be
installed. If material stockpiled for backfill associated with a cofferdam stream crossing
must be left overnight, the location of the stockpile must be approved by Engineer and
shall be surrounded by silt fencing. Excavated material shall not be placed at any time
at locations where it may be carried by running water into streams without first passing
through an adequately sized sediment-trapping device.
CONSTRUCTION SEQUENCING SCHEDULE FOR EROSION CONTROL
Follow the sequencing below in installing erosion control measures during construction.
1. Obtain plan approval and other applicable permits not provided by Owner.
2. Hold pre-installation conference with Owner and Engineer.
3. Install temporary construction entrances at all locations Contractor will use for
equipment and material access to project from public streets. Restrict entrances to
locations shown on Drawings.
4. Perform minimum clearing of trees and large obstruction items in inaccessible
areas necessary to access and deliver materials to install sediment trapping
control devices; avoid stripping ground cover during this phase to extent possible.
5. Construct temporary diversion ditches (temporary earth berm), sediment traps, silt
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McKnight Mill Road Force Main
basins, silt fence with stone outlets, fabric drop inlet protection, and culvert inlet
protection prior to construction activities. Install silt fence with stone outlets, rip rap
outlets, and outlet channels along area where access road to the sewer pumping
station will be constructed.
6. Contact Owner for inspection and approval of the placement of erosion control
measures installed under Item #5 above.
7. Complete clearing and grubbing operations. Install check dams, rip rap, and
erosion control matting at locations shown on Drawings immediately following
removal of ground cover at these locations. These measures may be installed
immediately after trench backfill provided existing ground cover is not disturbed
prior to pipe trenching. No additional payment will be provided for reconstruction
or repair of these devices caused by trenching if erosion control measures are
installed prior to trenching.
8. Install pipelines and construct site improvements. Install check dams and culvert
inlet protection along access road immediately following completion of stormwater
pipe installation and grading.
9. Use existing roadway culvert crossing when transporting construction equipment
from one side of a natural stream to the other. Avoid direct contact with stream.
10. Install cofferdam crossing immediately prior to laying pipe across stream and
remove immediately after pipe installation across stream is completed. Restrict
this activity to periods of favorable weather when rain is not forecasted, and stream
flow is low enough to permit flow to be retained in stream channel restricted by
cofferdam.
11. Complete final grading and re-vegetate all disturbed areas. Follow strict time
requirements specified herein for seeding and re-vegetation.
12. Immediately repair erosion control measures as necessary.
13. Do not remove temporary erosion control measure until upslope land has been
permanently stabilized as approved by the Owner.
14. After the work site is stabilized, remove all temporary measures and complete
seeding and mulching for permanent vegetation of areas where temporary
measures were installed.
TEMPORARY STONE OUTLET FOR SILT FENCE
Stone: Aggregate conforming to the requirements of Section 1005 of the NCDOT's 2002
Standard Specifications, Size #5, to the dimensions shown in the Miscellaneous Details on
the Drawings. No separate payment will be made for Temporary Stone Outlets, include
costs in price for Temporary Silt Fence. Measurement of Temporary Silt Fence for
payment will include the length in linear feet of Stone Outlet satisfactorily installed along
the silt fence at locations shown on the Drawings or as directed by the Engineer.
CHECK DAM
Install check dams where shown on Drawings. Follow City of Greensboro Standard No.
432 - Standard Temporary Stone Ditch check. No separate payment will be made for
Check Dams, however, payment will be made for erosion control stone and filter fabric
installed and maintained satisfactorily under separate unit prices for "Stone for Erosion
Control" and "Filter Fabric for Rip Rap".
TEMPORARY DIVERSION DITCH (TEMPORARY EARTH BERM)
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Install Temporary Diversion Ditch where shown on Drawings. Follow City of Greensboro
Standard No. 440 - Temporary Earth Berm. Install berm on downslope side of ditch. Use
coarse aggregate (NCDOT Section 1005, No. 5 or 57) to form dike when dike will be used
for construction equipment crossings, no additional payment will be made for aggregate
used for this purpose. Maintain as required and remove after areas upslope of ditch have
been permanently stabilized. Payment will be made at the contract price per linear foot for
"Temporary Diversion Ditch (Earth Berm)".
SYNTHETIC ROVING
Install synthetic roving as a roadside ditch liner, centered to the bottom of the ditch and a
total width as stated on the Ditch Stabilization Detail on Drawings, immediately following
seeding at locations where matting is required on the Drawings and Synthetic Roving is
required in the Ditch Stabilization Detail. Follow NCDOT Sections 1631-2 and 1631-3(A).
Payment will be made at the contract price per square yard for "Synthetic Roving for
Erosion Control".
WATER BARS
Place water bars along sewer force main construction at locations shown on the Drawings
or as directed by Engineer. Grade to dimensions shown on Drawings, Miscellaneous
Detail for Water Bars. Conform to Practice Standard No. 6.23 North Carolina Erosion and
Sediment Control Planning and Design Manual, 1993. Construct small sediment trap to
dimensions shown on Miscellaneous Detail followed by a check dam at outlet end. Do not
include cost of check dam in price for Water Bar, payment for Check Dam will be made
separately under "Stone for Erosion Control - Class A" and "Filter Fabric for Rip Rap".
Maintain water bar by removing sediment from outlet and restoring earthen ridge as
required while ground stabilization is occurring. Remove dike and ridge to restore natural
ground slope after area above each bar is permanently stabilized, and stabilize the area
restored.
Payment will be made at the contract price per each for "Construct, Maintain, and Remove
Water Bar".
FABRIC DROP INLET PROTECTION
Follow Miscellaneous Detail for Fabric Drop Inlet Protection on Drawings. Use wood
or steel posts, complying with NCDOT Section 1605. Set posts minimum 1.5 feet
in ground and maximum 1.5 feet high. Cover with single piece of Type 3 Class A
filter fabric (NCDOT Section 1056). Bury filter fabric 1 foot in ground. Use NCDOT
No. 5 washed stone for filter fabric skirt; no separate payment will be made for No.
5 washed stone.
Maintain by removing sediment from around outside of fabric during construction as
required. Remove after upslope areas have been permanently stabilized.
Payment will be made at the contract price per each for "Fabric Drop Inlet Protection".
SMALL SEDIMENT TRAP
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Construct and maintain Small Sediment Traps at locations and according to the
dimensions shown on the Drawings or as directed by Engineer. Follow Detail for Small
Sediment Trap on Drawings. Maintain as required, including removal of sediment. After
permanent stabilization is completed along all upslope areas, remove trap, restore natural
ground contours, and stabilize area where trap was located. Payment will be made at the
contract price per each based on the specified length, width, and weir length for "Small
Sediment Trap". Such price and payment includes all labor, equipment, materials, and
incidentals necessary to construct, maintain, and remove the small sediment trap; no
separate payment will be made for erosion control stone, filter fabric, or rip rap.
SILT BASIN - TYPE B
Follow Detail 1630.02, NCDOT Highway Design Branch Roadway Standard Drawings,
January 2002. Do not include cost of check dam in price for Silt Basin - Type B. Maintain
by restoring dimensions of basin and removing sediment as required. After permanent
stabilization is completed along all upslope areas, remove trap, restore natural ground
contours, and stabilize area where trap was located. Payment will be made at the contract
price per each based on the specified length for "Silt Basin - Type B".
COFFERDAM CROSSING
Install cofferdam for laying utility pipe across a stream to permit pipe installation in a dry
trench and prevent release of sediment to the stream. Follow Miscellaneous Detail for
Cofferdam Crossing on Drawings and comply with the following:
1. Perform construction during low flow periods when rainfall is not being forecast
within the time required to complete construction across the stream and stream
flows are low enough that flow will be confined to within stream banks in a
channel restricted by cofferdam.
2. Accomplish crossing in a manner that will not prohibit the flow of the stream.
3. Control approach areas with perimeter measures, including temporary diversion
ditches and small sediment traps as shown on the Drawings. In addition, use silt
fence and straw bales as needed. Place silt fencing around any stockpiled
material from excavation remaining overnight.
4. Remove large rocks, wood, vegetation, or other material from the streambed and
banks that may get in the way of placing the riprap, sandbags, sheet metal, or
wood planks, or installing the utility pipe.
5. Form a cofferdam by placing the riprap (or other non-erodable materials) in a
semi-circle along the side of the stream in which the utility installation will begin.
Surround and underlay rip rap with filter fabric. The height of area within the dam
will depend upon the size of the work area and the amount of stream flow. Stack
materials as high as will be necessary to keep water from overtopping the dam
and flooding the work area. When the stream flow is successfully diverted by the
cofferdam, dewater the work area and stabilize it with washed stone (NCDOT
#57) or sand. Discharge evacuated water into small sediment trap.
6. Install the utility pipe in half the streambed. Remove the riprap or other material
and begin placing them on the other side of the stream. Repeat the steps for
placing the cofferdam on the opposite half of the stream.
7. Perform maintenance of the cofferdam by inspecting any stream crossing area at
the end of each day to make sure that the construction materials are positioned
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McKnight Mill Road Force Main
securely. Make sure that the work area stays dry and that no construction
materials float downstream.
No separate payment will be made for installation, maintenance, and removal of a
cofferdam crossing. Costs should be included in the unit price for installation of sewer
force main pipe.
CULVERT INLET PROTECTION
Construct and maintain Culvert Inlet Protection at locations shown on the Drawings or as
directed by Engineer. Follow Detail for Culvert Inlet Protection on Drawings. Maintain as
required, including removal of sediment. After permanent stabilization is completed along
all upslope areas, remove culvert inlet protection, restore natural ground contours, and
stabilize area where inlet protection was located. Payment will be made at the contract
price per each for "Culvert Inlet Protection". Such price and payment includes all labor,
equipment, materials, and incidentals necessary to construct, maintain, and remove the
culvert inlet protection; no separate payment will be made for erosion control stone, filter
fabric, or rip rap.
CUSTOMER SERVICE ISSUES
The Contractor shall respond to all persons registering construction related
concems/complaints within 24 hours of receipt and resolve the concern within a
reasonable time. This response time is consistent with the City of Greensboro
Engineering Division's Customer Service Objectives. The Contractor shall be
responsible for tracking all customer service issues including all property damage claims
and will update the Construction Inspections Supervisor and the Engineering Customer
Service Coordinator by the first day of each month. The tracking system will be
consistent with City of Greensboro procedures.
This item includes, but is not limited to: drainage issues, backfill materials, clean-up,
driveway and access issues, flooding, erosion control devices, mailbox reset, fence
reset, seeding and mulching, landscaping, and all administrative costs associated with
the tracking process.
The Contractor shall provide appropriate advance notification (minimum 24 hours) to the
affected property Owner/occupant of any service reductions i.e. driveway, parking, street
or lane closures, the disruption of any type of communications cable, gas, water and/or
sewer services to the taxpayer.
There is no direct payment for "Customer Service Issues" as such work is considered to
be incidental to the contract. Monthly contract payments will not be released to the
Contractor until all customer service issues have been addressed and the "CONTRACT
COMPLAINT LOG and TRACKING SHEET" has been submitted and approved by the
project inspector, the designated project Engineer and the Construction inspections
Supervisor. A completed copy shall be submitted to the Customer Services Coordinator
each month. At the time the contract expenditures reaches 50%, the Contractors' efforts
and abilities to respond to and resolve customer service issues will be reviewed prior to
any reduction of retainage. If the Contractor has failed to meet the intent of customer
service "good faith" efforts, retainage amounts will not be reduced for the remainder of
the contract. The city will review the Contractors' compliance with this provision to
Page 15 of 16
Contract 2002-22A
McKnight Mill Road 1=ores Main
determine their eligibility to bid on future contracts. Also, at the end of the contract, final
contract payment will not be made until all customer service issues have been resolved.
RETRIEVAL/PROTECTION SYSTEM
The Contractor shall be required to provide a trained attendant to operate an OSHA
approved Retrieval/Protection System for confined spaces whenever a manhole or other
confined space inspection by a City Construction Inspector is required. This attendant
should be an employee of the Contractor that has received training on and is familiar
with the permit confined space regulation, U.S. Department of Labor, Occupational
Safety and Health Administration (OSHA) Code of Federal Register (CFR) #1910.146 as
adopted on January 14, 1993. This regulation was adopted later in that year by the
North Carolina Department of Labor, Division of Occupational Safety and Health and is
now enforced within the State of North Carolina.
As a result, the Contractor shall maintain. documentation indicating how and when the
attendant received training on the CFR 1910.146-Permit required for confined space.
In addition, the Contractor will be required to provide a Retrieval/Fall Protection System
for any confined space encountered on any project included in the Contract.
No direct payment will be made for furnishing the Retrieval/Protection System and the
trained attendant, as such work shall be considered incidental to the total Contract, and
all cost shall be included in the various bid items.
Page 16 of 16
CITY OF GREENSBORO STANDARD DETAILS FOR
EROSION CONTROL APPLICABLE TO
McKNIGHT MILL ROAD FORCE MAIN PROJECT

PROPOSED UNDERGi80UND
PIPE LAS
'9039
PAYN-VARM7 FCR THE UTCH CHECK WILL BE AT.
TH CON T MAc IJMT PRICE M TCM FCC

v:1'dY'PZ
VIZ J
aw
1? iY 1 .'?.Nr4
TYPICAL LCMITUM-MAL SECTION
Rft
CL:-33 A S; CWER

i
N
MAXIMUM 'PLACEMEXr OF POST USING HOG WIRE WITH APPROVED EROSION
CONTROL FASPICS TO SE I® FEET APARr.
MAXIMUM PLAcrmeNr of pOSr wn OUT HOG WIRE USINS APPROVED EROSION
CONTROL FAsmics ro or r FEET ro a FEET APART.
Posr rAL r- Posr 3 FEET OR E FEET IN NEI SII r DEPENDINd, ON FILL
SLOPE.
FABRIC is INCHES IN W1071 I BUST MEET EXCI ER S sPECIFICArloffs 1s'®R
EROSION CONTROLJ:
STONE NO. 4 w4smED STONE ro RE PLACED c INCNES DEEP Ar se r FENcE.
?C/T Y OF GREENSBORO DEPARTMENT OFPUBLIC WORKS
?
DEML
STD. NO. RE M
2®6 /°'9!

CONRACTEO
SOIL
MIN
16" FL®
MIN ?
11=11
68 TYP
CONSTRUCTION
SPECIFICA TIONS
1. REMOVE AND PROPERL Y DISPOSE OF ALL TREES, BRUSH, STUMPS,
AND OTHER OBJECTIONAL MA TERIAL .
2. ENSURE THA T THE MINIMUM CONSTRUCTED CROSS SECTION
MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THA T THE TOP OF THE BERM IS NOT L OWER A T ANY POINT
THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT
MACHINE REGRADING AND CLEANOUT.
5. VEGETA TE THE BERM IMMEDIA TEL Y AFTER CONSTRUCTION,
UNLESS I T WILL REMAIN IN PLACE LESS THAN 30 WORKING DA YS.
(MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIA TEL Y REMOVE SEDIMENT FROM THE FLOW AREA
AND REPAIR THE DIVERSION BERM. CAREFULLY CHECK OUTLETS
AND MAKE TIMEL Y REPAIRS AS NEEDED. WHEN THE AREA PROTECT-
ED IS PERNANENTL Y STABILIZED, REMOVE THE BERM AND THE
CHANNEL TO BLEND WI TH THE NA TURAL GROUND LEVEL AND APPRO-
PRIA TEL Y STASIL IZE I T.
CITY OF GREENSBORO
YEWDRaDRV EARTH BEh7RP sTO. NO. LEY.
278
CLASS / RIP-,RAP 7-0 5E USED

!AS PER NCDOT SPEC #1056.. TYPE-2!
REOU/RED RIP-RAP QUANTITIES
12,10 I5" ¢ 18-0 24-
12S. Y 14 S.Y. 18 S.Y. 26 S.Y
Cl 9 Y OF GREENSBORO DE PA RT ENT OF PVSL IC
STA N®ARD PIPE CUTLE7- STD NO REV
EROSION G'ONMOL DEVICE 3-53 1-91

.......,.-_.. ?l(?t~.?
N
SLOPE
_
p
L
+ ) -111
STD. REINFORCED a
?l I =1 f ?
` 0 % GRADE J?
`
1,
CONCRETE FLARED :. J f I =?I
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r o- '^+
• U
1
END SECTION il???': or 3 _-11(?1t1
4 1',_(?=tt l=
SYNTHETIC FILTER Bl.ANxEr _
I (=11! - (I?
PLACE' RIP-RAPagoumn
J
XE INIT101N-• 694 YFE'74REA TO BE LOC.4IFD AT POTY73 WhEW YEHICLE3 DITER ME LE4 YE 4 CONSTRUCTION SITE-
PGT?POSG- TO PROYME A BUFFER AREA MERE YEHICLES CAN DROP THEIR .-MV AND SE'7TIMENT TO AYOIO TRANSPORTING IT ONTO PUBLIC
RO,4a? TO COMM EROSION FROM SURFACE RUNOFF, kW TO HELP CONTRDL DUST.
CONDITIOW TO BE USED WYE9EYER TRAFFIC BILL BE LEA YING A COA67RLCTION SITE AND NOYING DIRE07ZY ONTO A PUBLIC ROAD OR
OTHER PAY® OFF-SITE AREA. CONSTRUCTION PLANS SHOULD LIMIT TRAFFIC TO PROPERLY COIY57RUCTED ENTRANCES.
DESIGN
CRITERIA. .466907.41.E SIZE - USE 2-3 INCH HASHED ST0/VE ACTH GEO-TEX LINER
DIMENSIONS OF 794YEL 040 - THICKNESS = 6 INCHES MIA2AN
WIDTH = 12 FOOT NLNINUff OF FULL 6910TH AT ALL POINTS OF THE YEHICULAR ENTRANCE
AND EXIT AREA AHICHEYER IS GAEATER
LENGTH = 25 FOOT MINIMUM .47TH 600-TEX LINER
LOCATION = LOCATE CONSTRUCTION ENTRANCES AND EXISTS TO LIMIT SEDDEVT F110M
LEAYING THE SITE AND TO PADYIUE FOR MAXIMUM UTILITY BY ALL CONSMIC-
TILAV YEHIaES. AYOIO STEEP TRADES AND ENTRANCES AT CU9YES IN PUBLIC
ROADS:
SITE CONDITIONS NAY REWIRE VARIATIONS FROM THESE DESIGN CRITERIA. YARIATIONS WILL BE DETEAMINEO OR APPROYED
BY THE APPROPRIATE CITY ERASION CONTROL AUTHORITY.
i
i
?'
POOL,
6' KrN.
A1?
III1.7V/LL/ S/ IAA.. n
AFTIONALJ
REWDENTrAL CONSTRUCTION ENTRANCE ®ETArl-

NOTE.• IN ADDITION THIS TEMPORARY GRAVEL ENTRANCE WILL
REDUCE IMPACT OF STREET FL USHING FEE EFFECTI VE
JULY 1, 1997. CITY OF GREENSBORO ORDINANCE SECT.
26-27, "STREET FLUSHING FEES".
TEMPORARY C®NSTR 'TMV ETD• NO. REV.
ENTRANCE CEWL (RES=NUAL SITES) 436-B
FINKBEINER, PETTIS & STROUT, INC.
D
`
October 8, 2002 OCT
CONSULTING ENGINEERS
SINCE 1900 North Carolina Department of Environment and Natural Resources
ONE CENTERVIEW DRIVE Division of Water Quality
SUITE 208 401 Certification Unit
GREENSBORO, NC 27407 1650 Mail Service Center _
336-292-2271 Raleigh, North Carolina 27699
800-868-7700
336-855-5648 FAX
Re: Greensboro, North Carolina
PCN Application for NWP 12
McKnight Mill Road Sewer Force Main
Guilford County, North Carolina
Dear Sir or Madam:
Finkbeiner, Pettis & Strout, Inc., has been retained by the City of Greensboro
to design a new 10-inch sewer force main in the northeast part of Guilford County to
connect a new sewer pumping station with an existing sanitary sewer outfall. The
route of the new pipe is predominantly within existing public rights-of-way but it is
necessary to cross waters of the United States at three locations. The design for the
proposed construction at these sites has been completed to conform to the conditions
of the Corp of Engineers NWP12 as defined by the Federal Register on March 9,
2000.
Attached is a courtesy copy of the PCN Application recently filed with the
Corp of Engineers District Engineer in Raleigh on behalf of the City of Greensboro.
Included in the attached is the following:
1. One copy of the PCN Application Form, including an Exhibit A.
2. One copy of Drawing Sheets 4, 6, 11, and 14 showing the construction plans
at these locations.
3. One copy of Location Maps showing the specific location of each of the sites.
4. One copy of City of Greensboro Standard Specifications Section 4
(Construction of Sewer Lines), Section 5 (Work Common to Water and
Sewer Construction), and Section 6 (Erosion and Sedimentation Control),
and the Special Conditions for this project.
Please call me if you have any questions concerning this matter.
Enclosures
c: Mr. Kevin Eason, City of Greensboro
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