20051219 Ver 1_Complete File_20000701

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Mr. Rick Beasley
City of Conover
P.O. Box 549
Conover, NC 28613
Subject: Oxford Area Sewer Project
Michael F. Easley, Govemor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
July 13, 2005
DWQ# 05-1219
Catawba County
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Beasley:
You have our approval, in accordance with the attached conditions and those listed below, to
temporarily impact 270 linear feet and permanently impact 90 linear feet of Lyle Creek in order to construct the
subject sewer project in Catawba County, as described in your application received by the Division of Water
Quality (DWQ) on July 1, 2005. After reviewing your application, we have determined that this project is
covered by Water Quality General Certification Number 3374, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetiands. The General Certification allows you to use Nationwide Permit Number
12 once it is issued to you by the U.S. Army Corps of Engineers. Please note that you should get any other
federal, state or local permits before proceeding with your project, including those required by (but not limited
to) Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed regulations.
The above noted Certification will expire when the associated 404 permit expires unless otherwise
specified in the General Certification. This approval is only valid for the purpose and design that you described
in your application. If you change your project, you must notify us in writing, and you may be required to send
us a new application for a new certification. If the property is sold, the new owner must be given a copy of the
Certification and approval letter; and is thereby responsible for complying with all conditions.
In addition to the requirements of the certification, you must also comply with the following conditions:
1. The Mooresville Regional Office shall be notified in writing once construction at the approved impact areas
has commenced.
2. All wetlands, streams, surface waters, and riparian buffers located on the project site where impacts are not
allowed shall be clearly marked (example- orange fabric fencing) prior to any land disturbing activities.
3. The planting of native vegetation and other soft stream bank stabilization techniques must be used where
practicable instead of riprap or other bank hardening methods. If riprap is necessary, it shall not be placed in
the streambed, unless approved by the DWQ.
4.
No waste, spoils, solids, or fill of any kind shall be placed in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Preconstruction Notification application. All construction activities
associated with this project shall meet, and/or exceed, those requirements specified in the most recent
version of the North Carolina Sediment and Erosion Control Manual and shall be conducted so that no
violations of state water quality standards, statutes, or rules occur. One
No hCarolina
lVatumlly
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recyded110% Post Consumer Paper
5. Sediment and erosion control devices shall not be placed in wetlands or waters to the maximum extent
practicable. If placement of sediment and erosion control devices in wetlands and waters is unavoidable,
they shall be removed and the natural grade restored within two months of the date the Division of Land
Resources has released the project.
6. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate of
Completion" form to the 401/Wetlands Unit of the NC Division of Water Quality. Please send photographs of
the upstream and downstream sides of each culvert site to document correct installation, along with the
Certificate of Completion form.
7. Continuing Compliance. The applicant (City of Conover) shall conduct its activities in a manner so as not to
contravene any state water quality standard (including any requirements for compliance with section 303(d)
of the Clean Water Act) and any other appropriate requirements of state and federal law. If DWQ determines
that such standards or laws are not being met (including the failure to sustain a designated or achieved use)
or that state or federal law is being violated, or that further conditions are necessary to assure compliance,
DWQ may reevaluate and modify this certification to include conditions appropriate to assure compliance with
such standards and requirements in accordance with 15 A NCAC 2H.0507(d). Before codifying the
certification, DWQ shall notify the applicant and the US Army Corps of Engineers, provide public notice in
accordance with 15A NCAC 2H.0503, and provide opportunity for public hearing in accordance with 15A
NCAC 2H.0504. Any new or revised conditions shall be provided to the applicant in writing, shall be provided
to the United States Army Corps of Engineers for reference in any permit issued pursuant to Section 404 of
the Clean Water Act, and shall also become conditions of the 404 Permit for the project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition that
conforms to Chapter 1508 of the North Carolina General Statutes to the Office of Administrative Hearings, 6714
Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless
you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act.
If you have any questions, please telephone Mr. Alan Johnson in the Mooresville Regional Office at 704-663-
1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
for Alan W. Klimek, P. E.
Attachments
cc: Army Corps of Engineers, Asheville
Cyndi Karoly, Wetlands Unit V
Land Quality, MRO
Central Files JUL 1 9 2005
DENR • WATER QUALITY
WETLANDS AND STOROATER BWO
Triage Check Dist
Date: 7/11/05
To: Alan Johnson, Mooresville Regional Office
60-day Processing Time: 7/1/05 - 8/29/05
From: Cyndi Karoly Telephone : [phone]
Project Name: City of Conover
Oxford Area Sewer Project
DWQ#: 05-1219
County: Catawba
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Neuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
community infrastructure consultants
June 28, 2005
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center U ?»
Raleigh, NC 27699-1650
JUL 1 -20105
Re: Oxford Area Sewer Project - Phase 1
PCN Form - 401 certification
Conover, North Carolina
WKD # 50130.00.Hl - I
Gentlemen:
We are submitting, on the behalf of the City of Conover, the PCN Form for the referenced project.
Enclosed are seven (7) copies of the executed application form, plans and specifications. Also included is a
check of $200.00 for the application fee.
Written approval from DWQ has been requested because of the projects violation of point number 5 in the
Water Quality Certification #3374. The project involves an aerial sanitary sewer line crossing of Lyle
Creek. Due to the width of Lyle Creek, installing no pipe.joints within the stream banks is not feasible.
There are several other submerged creek crossings where the creek widths are greater than the length of a
joint of sewer pipe (20 feet). Again, not having a pipe joint within the stream banks is not feasible.
Please note that while designing the aerial creek crossing measures have been taken to prevent the sewer
pipe from failing due to the forces of creek flows during a flood event. Ductile iron pipe will be installed at
the locations of the submerged crossings and the pipe joints will be placed as far from the creek centerline
as possible.
We would appreciate a timely response to this submittal. Please let us know if any changes to the design
are necessary. If you have any questions pertaining to this submittal please contact our office.
Sincerely,
W. K. Dickson & Co., Inc.
Ryan W. Hager, El.
Enclosures
cc: Mr. Rick Beasley - Conover, City Manager
Mr. Jimmy Clark - Conover, Director of Public Works
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Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
ku any particuiar item is not appucaoie to finis project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:
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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
'7
II. Applicant Information
1. Owner/Applicant Information JUL I - LUUD
Name: City of Conover
Mailing Address: Post Office Box 549
Conover, NC 2861.3
Telephone Number:_ [phone] Fax Number:_ [phone]
E-mail Address: rick.beasleynci.conover.nc.us
2. Agent/Consultant 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: N/A
Company Affiliation:
Mailing Address:
Telephone Number: Fax Number:
E-mail Address:
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch fonnat;
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: Oxford Area Sewer Project - Phase One
2. T.I.P. Project Number or State Project Number (NCIDOT Only): N/A
3. Property Identification Number (Tax PIN): N/A
4. Location
County: Catawba Nearest Town: Conover
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.): From I-40, travel north on
Rock Barn Road (SR 1709) to the intersection of Lyle Creek
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): Refer to attached plan drawings
and map.
1. Lat. 35° 44' 31" °N Lon. 81 ° 09' 34" °W
2. Lat. 35° 44' 41" °N Lon. 81 ° 09' 34"'W
3. Lat. 35° 44' 49" ON Lon. 81° 09' 41" °W
4. Lat. 35° 44' 51" ON Lon. 81° 09' 42" °W
5. Lat. 35° 44' 59" °N Lon. 81° 09' 46" °W
6. Lat. 35'45'26"'N Lon. 81° 09' 53" °W
7. Lat. 35° 45' 27" ON Lon. 81 ° 09' 53" °W
8. Lat. 35° 45' 27" °N Lon. 81° 09' 56" °W
9. Lat. 35° 45' 27" ON Lon. 81° 09' 57" °W
6. Property size (acres): N/A
(scale: V=1001)
7. Name of nearest receiving body'of water:__ Lyle Creek
Page 6 of 13
S. Rivcr Basin: Catawba
(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/nuips/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Rural Residential
10. Describe the overall project in detail, including the type of equipment to be used: The
construction of 6,636 LF of 12-inch sanitary sewer and 1,905 LF of 8-inch sanitary sewer.
To be constricted with backhoe/excavator.
11. Explain the purpose of the proposed work:_ To provide sewer service to the new Catawba
Valley Assisted Living Center and future residential growth in the drainage basin
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. N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
This construction is the first phase of three phases related to this project The future phases
will consist of 8-inch gravity sewer lines serving the upper reaches of the drainage basin At this
time it is unknown as to when the construction of the fixture phases will occur.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be. listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should 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.
Page 7 of 13
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.
Provide a written description of the proposed impacts: The project will include an aerial
creek crossing of Lyle Creek only disturbing the creek banks It will also include eight other
submerged creek crossings of unnamed tributaries to Lyle Creek and Mill Creek
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flnndinn
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh
, 100-year Nearest Impact
(indicate on map) herbaceous, bog, etc.) Floodplain Stream (acres)
( es/no) (linear feet)
N/A

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property: N/A
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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. To calculate acreage. multiniv length X width then div;rla I,., Al 1; r, n
Stream Impact
Number
(indicate on
ma)
Stream Name
Type of
Impact
Perennial or
Intermittent?
Average Stream
Width Before Impact Impact
Length
(linear
feet)
Area of
Impact (acres)
*1 Lyle Creek Aerial Perennial 60 **40 0.06
2 UT of Lyle Crk. Submerged Perennial . 15 **40 0.01
3 UT of Lyle Crk. Submerged Perennial 14 **40 0.01
4 UT of Lyle Crk. Submerged Perennial 10 **40 0.01
5 UT of Lyle Crk. Submerged Perennial 13 **40 0.01
6 Mill Creek Submerged Perennial 40 **40 0.04
7 UT of Lyle Crk. Submerged Perennial 18 **40 0.02
8 UT of Lyle Crk. Submerged Perennial I 1 **40 0.01
9 UT of Lyle Crk. Submerged Perennial 8 **40 0.01
Total Stream Impact (by length and acreage) 360 temp./
90 pecni. 0.18
*Creek crossing 1 is an aerial crossing; and there will be minimal impact to the stream bed.
**The stream impact lengths shown are temporary. There will be 10 linear feet of permanent impacts at
each stream crossing.
Page 8 of 13
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dred6m_,. floodine. drainage. bulkheads- etr_
Open Water Impact
Site Number
indicate on ma
) v
Name
(if applicable) waterbody
plicable) v
Type of Impact Type of Waterbody
(lake, pond, estuary, sound, bay,

ocean, etc.) Area of
Impact
)
(acres)
N/A

Total Open.water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resulting from the nroiert-
Stream Impact (acres): 0.08
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0
Total Stream Impact (linear feet): 75
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., 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.): N/A
Current land use in the vicinity of the pond: N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
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
Page 9 of 13
techniques to be followed during construction to reduce impacts. The sewer line route chosen is
the shortest and most direct route to connect to the existiniz sewer mains Stream impacts during
construction will be minimized to the fullest extent possible with sediment and erosion control
devices. Except for the aerial crossing the sewer line shall be installed tinder the stream beds
and the stream beds and banks shall be stabilized and restored to on inal grades followin sewer
line installation.
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 January 15, 2002, 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 NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines.for stream restoration in DWQ's
Draft Technical Guide for ' Stream Work in North Carolina, available at
littp://h2o.enr.state.nc.us/ncwetlands/strm?!ide htni1.
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 constriction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note. it is the applicant's. responsibility to contact the NCEEP at
Page 10 of 13
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://ii2o.eiir.state.tic.us/wrp/index.litrii. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ® No ?
2. 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
3. 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 (required by DWQ)
It is the applicant's (or agent's) responsibility to detennine, 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.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 213.0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ? No
Page 11 of 13
2. If "yes", 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 tli
e
buffer multipliers.
L - -- Zone* I Impact I Multiplier I Required
(square feet) Mitigation
1 3 (2 for Catawba)
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 213.0242 or.0244, or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. -N/A
XII. Sewage Disposal (required by DWQ)
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.
N/A
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
ltttp://li2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: N/A
Page 12 of 13
F
XV. 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).
N/A
12ti
Applicant/Agf,nt's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 13 of 13
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Engineers . Planners . Surveyors
La n dsca peArchi i tec is
11

TECHNICAL SPECIFICATIONS
Oxford Area Sewer Project
Phase I
for the
CITY OF CONOVER
WKD No. 50130.00.1-111
June 2005
prepared for
City of Conover
Post Office Box 549
Conover, North Carolina 28613
Plans & Specifications
Prepared by
W. K. Dickson & Co., Inc.
231 16th Avenue, N.E.
Hickory, North Carolina
[phone]
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' City of Conover
' Oxford Sewer
WKD# 50130.00.Hl
' TABLE OF CONTENTS
Advertisement for Bids .................................................................... AB-1 to AB-1
Instructions to Bidders .................................................................... IB-1 to IB-9
Bid .................................................................................................. B-1 to B-5
' Bid Bond ......................................................................................... BB-1 to BB-1
Agreement ...................................................................................... C-1 to C-2
Payment Bond ................................................................................ PB-1 to PB-2
Performance Bond .......................................................................... PB-1 to PB-2
Notice of Award .............................................................................. NA-1 to NA-1
Notice to Proceed ........................................................................... NP-1 to NP-1
Certificate of Owner's Attorney ....................................................... CA-1 to CA-1
Material Inventory Statement .......................................................... CF-1 to CF-1
State & County Sales/Use Tax Statement ...................................... CF-2 to CF-2
' N. C. Tax Statement & Certification ................................................ CF-3 to CF-3
Contractors Affidavit Related to
O Liens and Claims ......................................................................
General C
diti CF-4 to CF-4
on
ons ......................................................................... 0070 0-1 to 00700-54
TECHNICAL SPECIFICATIONS
Section Description .................................................................. Page Number
' 01015
01021 Project Requirements .......................................................
Construction Contingency Allowance ................................. . 01015-1 to 01015-4
01021-1 to 01021-1
01090 Reference Standards .......................................................
01090-1 to 01090-1
' 01150
01151 Payment ...................................
Method of Measurement ......................................... ......... 01150-1 to 01150-1
01151-1 to 01151-1
01400 Quality Control ...............................................................
01400-1 to 01400-2
' 02110
02222 Clearing and Grubbing .............................................................
Excavating, Backfilling & Compacting for Utilities .................... 02110-1 to 02110-2
02222-1 to 02222-6
02270 Erosion and Sediment Control ................................................. 02270-1 to 02270-2
02271 Engineering Fabric ................................................................... 02271-1 to 02271-3
02274 Plain Rip Rap ........................................................................... 02274-1 to 02274-1
02275 Stone for Erosion Control ......................................................... 02275-1 to 02275-1
02277 Temporary Silt Fence ............................................................... 02277-1 to 02277-2
02575 Paving Repair & Resurfacing ................................................... 02575-1 to 02575-3
02601 Manholes, Drop Connections & Conflict Manholes .................. 02601-1 to 02601-3

98486/11-99
0
02730 Force Mains and Gravity Sewer ...............................................02730-1 to 02730-10
02933 Seeding and Mulching .............................................................02933-1 to 02933-5
03300 Cast-in-Place Concrete ............................................................ 03300-1 to 03300-13
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98486111-99

SECTION 01015
PROJECT REQUIREMENTS
GENERAL
1.1 Notice of Commencement of Work
CONTRACTOR shall notify OWNER at least 48 hours prior to beginning of the Work.
1.2 Responsibility for Materials and Equipment
1.2.1 Items Furnished by CONTRACTOR
CONTRACTOR shall be fully responsible for all materials and equipment which he has furnished.
All items shall be unloaded promptly after arrival. All charges for demurrage due to negligence or
delay by CONTRACTOR shall be paid by CONTRACTOR. Materials shall be handled by
methods which will prevent damage.
Materials shall be protected from exposure to the elements. All material shall be stored in
accordance with the General Equipment Stipulations.
1.3 Preparation for Shipment
All materials shall be suitably packaged to facilitate handling and protect against damage during
transit and storage. Painted surfaces shall be protected against impact, abrasion, discoloration,
and other damage. All painted surfaces which are damaged prior to acceptance of equipment
shall be repainted to the satisfaction of ENGINEER.
Each item, package, or bundle of material shall be tagged or marked as identified in the delivery
schedule or on the Shop Drawings. Complete packing lists and bills of material shall be included
with each shipment.
1.4 Land For Construction Purposes
Any additional area required by CONTRACTOR shall be obtained from property owners by and at
the expense of the CONTRACTOR. The OWNER shall not be liable for any damages caused by
the CONTRACTOR to such premises. Yard areas shall be kept neat and clean.

The CONTRACTOR shall hold and save the OWNER free and harmless from liability of any
nature or kind arising from any use, trespass, or damage occasioned by his operation on
premises or third persons.
CONTRACTOR shall immediately move stored materials or equipment if any occasion arises, as
determined by OWNER, requiring access to the storage area. Material or equipment shall not be
placed on the property of OWNER until OWNER has agreed to the location to be used for
storage.
1.5 Easements and Rights-of-Way
The easements and rights-of-way for the pipelines will be provided by OWNER. CONTRACTOR
shall confine his construction operations within the limits indicated on the Drawings.
CONTRACTOR shall use due care in placing construction tools, equipment, excavated materials,
and pipeline materials and supplies in order to avoid damage to property and interference with
traffic.
1.5.1 On Private Property
Easements across private property are indicated on the Drawings. CONTRACTOR shall set
stakes to mark the boundaries of construction easements across private property.
1 01015-1 50130.00 H1 6/05
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CONTRACTOR shall furnish, without charge, competent persons from his force and such tools,
stakes, and other materials as OWNER may require in staking out the boundaries of construction
easements. CONTRACTOR will not be required to provide an instrument person. The stakes
shall be protected and maintained until completion of construction and cleanup.
CONTRACTOR shall not enter any private property outside the designated construction
easement boundaries without written permission from the owner of the property.
1.5.2 Work Within Highway and Railroad Rights-of-Way.
Permits shall be obtained by OWNER. All Work performed and all operations of CONTRACTOR,
his employees, or Subcontractors, within the limits of railroad and highway rights-of-way, shall be
in conformity with the requirements and be under the control (through OWNER) of the railroad or
highway authority owning, or having jurisdiction over and control of, the right-of-way in each case.
All work within the Highway and Railroad Rights-of-Way shall conform to the requirements of
those sections of the specifications. The CONTRACTOR shall provide all bonds and insurance
required by the governing agency.
1.6 Notices to OWNERs and Authorities
CONTRACTOR shall, as provided in General Conditions, notify OWNERs. of adjacent property
and utilities when prosecution of the Work may affect them.
When it is necessary to temporarily deny access to property, or when any utility service
connection must be interrupted, CONTRACTOR shall give notices sufficiently in advance to
enable the affected persons to provide for their needs. Notices will conform to any applicable
local ordinance and, whether delivered orally or in writing, will include appropriate information
concerning the interruption and instructions on how to limit inconvenience caused thereby.
Utilities and other concerned agencies shall be contacted at least 24 hours prior to cutting or
closing streets or other: traffic areas or excavating near underground utilities or pole lines.
1.7 Lines and Grades
All Work shall be done to the lines, grades, and elevations indicated on the Drawings.
Basic horizontal and vertical control points will be established or designated by OWNER and are
shown on the Drawings. These points shall be used as datums for the Work. All additional
survey, layout, and measurement Work shall be performed by CONTRACTOR as a part of the
Work.
CONTRACTOR shall provide an experienced instrument person, competent assistants, and such
instruments, tools, stakes, and other materials required to complete the survey, layout, and
measurement Work. In addition, CONTRACTOR shall furnish, without charge, competent
persons from his force and such tools, stakes, and other materials as OWNER may require in
establishing or designating control points, in establishing or designating control points, in
establishing construction easement boundaries, or in checking survey, layout, and measurement
Work performed by CONTRACTOR.
CONTRACTOR shall keep OWNER informed, a reasonable time in advance, of the times and
places at which he wishes to do Work, so that horizontal and vertical control points may be
established and any checking deemed necessary by ENGINEER may be done with minimum
inconvenience to ENGINEER and minimum delay to CONTRACTOR.
CONTRACTOR shall remove and reconstruct Work which is improperly located.
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01015-2 50130.00.H1 6105

1.8 Connections to Existing Facilities
Unless otherwise specified or indicated, CONTRACTOR shall make all necessary connections to
existing facilities, including structures, drain lines, and utilities such as water, sewer, gas,
telephone, and electric. In each case, CONTRACTOR shall receive permission from OWNER or
the owning utility prior to undertaking connections. CONTRACTOR shall protect facilities against
' deleterious substances and damage.
Connections to existing facilities which are in service shall be thoroughly planned in advance, and
all required equipment, material, and labor shall be on hand at the time of undertaking the
connections. Work shall proceed continuously (around the clock) if necessary to complete
connections in the minimum time. Operation of valves and other appurtances on existing utilities,
when required, shall be by or under the direct supervision of the owning utility.
' 1.9 Unfavorable Construction Conditions
During unfavorable weather, wet ground, or other unsuitable construction conditions,
CONTRACTOR shall confine his operations to Work which will not be affected adversely by such
conditions. No portion of the Work shall be constructed under conditions which would affect
adversely the quality or efficiency thereof, unless special means or precautions are taken by
CONTRACTOR to perform the Work in a proper and satisfactory manner.
' 1.10 Cutting and Patching
As provided in General Conditions, CONTRACTOR shall perform all cutting and patching
required for the Work and as may be necessary in connection with uncovering Work for
inspection or for the correction of defective Work.
CONTRACTOR shall perform all cutting and patching required for and in connection with the
' Work, including but not limited to the following:
• Removal of improperly timed Work
• Removal of samples of installed materials for testing
• Alteration of existing facilities
• Installation of new Work in existing facilities
CONTRACTOR shall provide all shoring, bracing, supports, and protective devices necessary to
safeguard all Work and existing facilities during cutting and patching operations. CONTRACTOR
shall not undertake any cutting or demolition which may affect the structural stability of the Work
or existing facilities without OWNER's concurrence.
' Materials shall be cut and removed to the extent indicated on the Drawings or as required to
complete the Work. Materials shall be removed in a careful manner, with no damage to adjacent
facilities or materials. Materials which are not salvable shall be removed from the site by
' CONTRACTOR.
All Work and existing facilities affected by cutting operations shall be restored with new materials,
' or with salvaged materials acceptable to ENGINEER, to obtain a finished installation with the
strength, appearance, and functional capacity required. If necessary, entire surfaces shall be
patched and refinished.
' At any time when CONTRACTORs will be crossing city streets with heavy equipment or open
cutting said streets, it will be necessary to get a permit from the OWNER for such action.
CONTRACTORs with equipment entering OWNER or Department of Transportation maintained
streets shall not spill debris or deposit mud, dirt, etc., on these streets without immediate cleanup.
After two warnings, cleanup may be done by OWNER forces and backed charged to the
offending CONTRACTOR.
1
01015-3 50130 00 HI 6/05
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1.11 Cleaning Up
CONTRACTOR shall keep the premises free at all times from accumulations of waste materials
and rubbish. CONTRACTOR shall provide adequate trash receptacles about the site and shall
promptly empty the containers when filled.
Volatile wastes shall be properly stored in covered metal containers and removed daily
Wastes shall not be buried or burned on the site or disposed of into storm drains, sanitary
sewers, streams, or waterways. All wastes shall be removed from the site and disposed of in a
manner complying with local ordinances and antipollution laws.
Adequate cleanup will be a condition for recommendation of progress payment applications.
CONTRACTOR shall keep streets and roadways clean and accessible at all times. Street and
roadway cleaning shall be required by and to the satisfaction of the authority having jurisdiction
over the street or roadway.
1.12 Applicable Codes
References in the Contract Documents to local codes mean the following:
1993 North Carolina Building Code
North Carolina Occupational Safety and Health Standards for General Industry (1910)
North Carolina Department of Transportation
Other standard codes which apply to the Work are designated in the Specifications.
1.13 NSF Certification
The following materials which come in contact with the treated water shall have certification to
ANSI/NSF 60 or 61.
Joining and sealing materials, such as solvents, cements, welding materials, and
gaskets.
Pipe and fittings.
Coatings, linings, and paints.
1.14 Progress Meetinqs
CONTRACTOR shall schedule and hold regular progress meetings at least monthly and at other
times as requested by OWNER or required by progress of the Work. CONTRACTOR and all
subcontractors active on the site shall be represented at each meeting. CONTRACTOR may at
his discretion request attendance by representatives of his suppliers, manufacturers, and other
subcontractors.
CONTRACTOR shall preside at the meetings. Meeting minutes will be prepared and distributed
by CONTRACTOR. The purpose of the meetings will be to review the progress of the Work,
maintain coordination of efforts, discuss changes in scheduling, and resolve other problems
which may develop.
1.15 Existing Utilities
CONTRACTOR shall be responsible for locating all existing utilities prior to an excavation.
CONTRACTOR shall pay all costs for temporarily and permanently relocating all overhead and
underground utilities. CONTRACTOR shall coordinate with the utility OWNER all other work near
other utilities at least 1 week in advance of being near the other utility.
END OF SECTION
01015-4 50130,00.H 16/05
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SECTION 01021
CONTINGENCY ALLOWANCE
1. GENERAL
The Contingency Allowance shall be used at the sole discretion of the OWNER, and may not be draw
upon without written approval of the OWNER. This allowance is meant to cover small changes to the
work that may occur from time to time during the construction period. The use of this allowance will be in
lieu of a formal change order and formal council approval.
Prior to final payment, an appropriate Change Order will be issued to reflect actual amounts due the
CONTRACTOR on account of work authorized under the allowance, and the Contract Price shall be
properly adjusted.
General Construction Contingency Allowance: Include in Base Bid, a Contingency Allowance of
for use upon the OWNER's written instructions.
END OF SECTION
01021-1 50130.00 Hi 6;05
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SECTION 01090
REFERENCE STANDARDS
1. GENERAL
1.1 Description
Throughout these specifications, references are made to specifications and standards issued by
nationally recognized professional and/or trade organizations.
1.1.1 These referenced standards are generally identified by abbreviating the names of the specific
organization followed by the specification/standard number.
1.1.2 Unless specifically indicated otherwise, all references to such standards refer to the latest edition
available at the time of the bidding of this project.
1.2 Abbreviations
Wherever the following abbreviations are used in these specifications and other project documents, they
are to be construed as the same as the respective expressions represented:
AASHTO American Association of State Highway and Transportation Officials
ACI American Concrete Institute
AISC American Institute of Steel Construction
AISI American Iron and Steel institute
ANSI American National Standards Institute, Inc.
ASTM American Society of Testing Materials
AWWA American Water Works Association
AWS American Welding Society
FSS Federal Specifications and Standards General Service Administrations
ACE US Army Corps of Engineers
NAVFAC Naval Facilities Command
NFPA National Fire Protection Association
NSF National Sanitation Foundation
SSPC Steel Structures Painting Council
UL Underwriters Laboratory
END OF SECTION
01090-1
50130.00. H 16/05

SECTION 01150
PAYMENT
C'FNFRAI
1.1 Scope
This section covers methods of payment for items of Work under this contract.
1.2. Related Work
The general provisions of the Contract, including the General Conditions and Division 1
Specifications sections apply to work of this section.
1.3. General
The total Bid Price for each part of the Project shall cover all Work required by the Contract
Documents. All costs in connection with the proper and successful completion of the Work,
including furnishing all materials, equipment, supplies, and appurtenances; providing all
construction plant, equipment and tools, and performing all necessary labor and supervision to
fully complete the Work shall be included in the unit and lump sum prices bid. All work not
specifically set forth as a pay item in the Bid Form shall be considered a subsidiary obligation of
the CONTRACTOR and all costs in connection therewith shall be included in the prices bid.
1.4 Lump Sum Work
The Work under this contract shall be bid for the lump sum item as indicated in the Bid Schedule
and paid for as an approved percentage of completion based on the approved schedule of
values. Payment for mobilization and unit prices shall be in accordance with ttie Bid Schedule
based on the same requirements as set forth under the Contract. The Work shall include all
items as shown on the plans and as described in specifications complete in place and ready for
use. Work not specifically stated as a pay item in the Bid Schedule shall be considered a
subsidiary obligation and all costs associated. therewith shall be included in appropriate bid items.
END OF SECTION
01150-1 50130.00.H1 6/05

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SECTION 01151
METHOD OF MEASUREMENT
1. GENERAL
1.1 Scope
This section covers methods of measurement for payment for items of Work under this contract.
1.2 General
The total Bid Price shall cover all Work required by the Contract Documents. All costs in
connection with the proper and successful completion of the Work, including furnishing all
materials, equipment, supplies, and appurtenances; providing all construction equipment, and
tools; and performing all necessary labor and supervision to fully complete the Work shall be
included in the prices presented in the bid for each item shown. All Work not specifically set forth
as a pay item in the Bid Form shall be considered a subsidiary obligation of the CONTRACTOR
and all costs in connection therewith shall be included in the prices bid.
1.3 Excavations and Trenching
Except where otherwise specified, the unit or lump sum price bid for each item of Work that
involves excavation or trenching shall include all costs for such Work. No direct payment shall be
made for excavation or trenching.
1.4 Rock Excavation
All excavation and trenching shall be unclassified as to materials that may be encountered. The
price bid for each item that involves excavation or trenching shall include all costs for such Work.
2. ITEM DESCRIPTION
2.1 Bid Item #1.
2.2 Bid Item #2.
END OF SECTION
01151-1 50130.00.H1 - 6-05

' SECTION 01400
QUALITY CONTROL
' 1. TESTING SERVICES
All tests to determine compliance with the Contract Documents shall be performed by an
independent commercial testing firm acceptable to the OWNER. The testing firm's laboratory
shall be staffed with experienced technicians, properly equipped and fully qualified to perform the
' tests in accordance with the specified standards.
Testing services provided by OWNER are for the sole benefit of OWNER; however, test results
' shall be available to CONTRACTOR. Testing necessary to satisfy CONTRACTOR's internal
quality control procedures shall be the sole responsibility of the CONTRACTOR.
1.1 Testing Services Furnished by CONTRACTOR
Unless otherwise specified, CONTRACTOR shall provide all testing services in connection with
the following:
' Concrete materials and mix designs
• Asphaltic concrete materials and mix designs
• Embedment, fill, and backfill materials
• All other tests and engineering data required for OWNER's review of materials and
' equipment proposed to be used in the Work
CONTRACTOR shall obtain OWNER's acceptance of the testing firm before having services
performed, and shall pay all costs for these testing services.
1.2 Testing Services Furnished by OWNER
Unless otherwise specified, OWNER shall provide for tests made on the following materials and
' equipment:
• Concrete
' • Asphaltic concrete
• Moisture-density and relative density tests and embedment, fill, and backfill materials
• In-place field density tests on embedments, fills, and backfill
' Other materials and equipment at the discretion of OWNER
Testing, including sampling, will be performed by OWNER or the testing firm's laboratory
personnel, in the general manner indicated in the Specifications. OWNER shall determine the
exact time, location, and number of tests, including samples.
Arrangements for delivery of samples and test specimens to the testing firm's laboratory will be
made by OWNER. The testing firm's laboratory shall perform all laboratory tests within a
reasonable time consistent with the specified standards and shall furnish a written report of each
test.
CONTRACTOR shall furnish all sample materials and cooperate in the testing activities, including
sampling. CONTRACTOR shall interrupt the Work when necessary to allow testing, including
sampling, to be performed. CONTRACTOR shall have no claim for an increase in Contract Price
' or Contract Times due to such interruption. When testing activities, including sampling, are
preformed, in the field by OWNER or the testing firm's laboratory personnel, CONTRACTOR shall
furnish personnel and facilities to assist in the activities.

01400-1 50130.00.HI 6/05

If initial tests performed by OWNER fail to meet the requirements of the specifications,
CONTRACTOR shall reimburse OWNER for all costs associated with retesting.
CONTRACTOR shall reimburse OWNER for all testing services which are not properly
scheduled.
1.3 Transmittal of Test Reports
Written reports of tests and engineering data furnished by CONTRACTOR for OWNER's review
of materials and equipment proposed to be used in the Work shall be submitted as specified for
Shop Drawings.
END OF SECTION
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SECTION 02110
CLEARING AND GRUBBING
nPOU'RIPTinm
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1.1 The clearing work covered by this section consists of cutting, removing and properly disposing of
vegetation and debris. Trees specifically identified on the plans to be preserved shall be adequately
delineated and flagged by the CONTRACTOR, such that the balance of the work may be performed in a
safe and harmless manner in the vicinity of preserved trees. Such tree preservation will be considered
part of the work and shall be in conformance with applicable local codes and regulations. Clearing and
grubbing shall be performed in areas as called for on the plans, the limits of which shall coincide with the
construction limits and in general shall extend five (5) feet beyond top of cut and toe of fill, not to exceed
the limits of the OWNER's property.
1.2 Related Work
Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2.1 Reference the following specifications for related work:
02210 Unclassified Excavation and Grading
1.2.2 Clearing and grubbing activities shall conform to Section 200 of the "Standard Specifications for
Roads and Structures" Division 2 dated January, 2002, published by the North Carolina Department of
Transportation, except that grubbing shall be performed on all cleared excavation and embankment areas
and shall include the complete removal of all stumps, roots and embedded debris.
1.3 The grubbing work covered by this section consists of removing and properly disposing of all
surface vegetation and debris. Where the material being removed is high in organic matter content, such
as root mat and other vegetative matter, it shall be considered vegetation and removed as part of the work
of grubbing. Where material being removed consists predominantly of soils, such removal will be
considered part of the work covered by Section 02210 of these specifications, entitled Unclassified
Excavation and Grading.
1.4 The work of clearing and grubbing shall also include the removal and satisfactory disposal of
crops, weeds and other annual growth, fences, steps, walls, chimneys, column footings, other footings,
foundation slabs, basements, other foundation components, signs, junked vehicles, and other rubble and
debris, and the filling of holes and depressions. This work shall also be performed in all non-wooded
areas within the construction limits, shown on the project plans upon which seeding and mulching,
sprigging or sodding is to be performed.

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As a part of the work of clearing and grubbing, the CONTRACTOR will be required to cut off and plug at
the right of way or construction limits, as directed by the ENGINEER, any private water or sewer line
intercepted during the construction of the project, as well as cut off and remove from the construction area
any septic tank or portion thereof during the construction of the project.
1.5 Clearing and grubbing operations shall be completed sufficiently in advance of grading operations
as may be necessary to prevent any of the debris from the clearing and grubbing operations from
interfering with the excavation or embankment operations.
1.6 The CONTRACTOR shall obtain, at his own expense, all necessary permits pertaining to clearing
and grubbing work not already secured by the ENGINEER. The CONTRACTOR shall then provide a copy
of any and all required permits to the ENGINEER.
02110-1 50130.00.HI 6105

2. MATERIALS
Topsoil shall be considered to mean original surface soil, typical of the area, which is capable of
supporting native plant growth, and shall be free of large stones, roots, brush, waste construction debris
and other undesirable material.
3. INSTALLATION
3.1 Clearing and grubbing shall be performed in areas as called for on the plans, the limits of which
shall coincide with the construction limits and in general shall extend 5 feet beyond top of cut or toe of fill,
not to exceed the limits of the OWNER's property. Clearing and grubbing activities shall conform to
Section 200 of the "Standard Specifications for Roads and Structures" dated January, 2002, published by
the North Carolina Department of Transportation, except that grubbing shall be performed on all cleared
excavation and embankment areas and shall include the complete removal of all stumps, roots and
embedded debris.
3.2 The CONTRACTOR shall perform all clearing and grubbing operations before construction
operations begin.
3.2.1 Where adjacent areas within the site but outside the limits of construction are disturbed as a result
of clearing and grubbing activities, the CONTRACTOR shall remove all debris and restore to the original
grades and equal or better condition.
3.2.2 The CONTRACTOR shall exercise caution to protect and maintain all existing utilities and
underground works which are to remain. Any existing utilities or underground works which are to remain
that are disturbed during construction shall be repaired or replaced at the CONTRACTOR's expense.
3.2.3 The CONTRACTOR must comply with all local, state and federal laws, ordinances and
regulations in the removal and disposal of clearing and grubbing of all vegetation, timber, waste and all
surface debris that must be hauled from the Project Site. No burning of materials will be allowed on site.
The CONTRACTOR shall properly dispose of all cleared materials at his expense, in conformance with all
applicable local and state laws and ordinances with the exception of any materials to be reused or
recycled as directed elsewhere in this contract.
3.3 Stripping and Storage of Topsoil
All topsoil suitable for reuse, in the opinion of the ENGINEER, shall be stripped to.its full depth, all topsoil
to be moved shall be free of large stone, roots, brush, waste construction materials and other undesirable
matter.
3.3.1 Topsoil stripping shall be accomplished from all topsoiled areas to be disturbed.
3.3.2 Existing lawn sods may be left to decompose with the topsoil. Heavier stands of weeds and
grasses shall be removed as directed by the ENGINEER prior to the stripping operations.
3.3.3 The topsoil shall be kept separate from other excavated materials and stored in stockpiles, the
location of which shall be as directed by the ENGINEER. Topsoil shall be stockpiled so that it shall not be
subject to abnormal erosion and loss, and so that it does not impede the flow of drainage runoff. The
directed locations of topsoil stockpiles will, when construction sequence permits, be located in areas that
have previously been graded to design rough grade.
3.3.4 Any excess topsoil shall be hauled off the OWNER's property by the CONTRACTOR at his
expense.
END OF SECTION
02110-2 50130.00.HI 6/05
SECTION 02222
EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, material, equipment, and supplies, and shall perform all
earthwork including excavation and backfill, pavement removal, sheathing, bracing, shoring, pumping or
bailing, dewatering, restoration and cleanup, all as indicated, specified and/or necessary to complete the
work.
1.1 Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2 Related Work
Reference the following specifications for related work:
02270 Erosion and Sediment Control
02575 Pavement Repair and Resurfacing
02933 Seeding and Mulching
03300 Cast-in-Place Concrete
D-2487 ASTM Uniform Soil Classification System, 1991 (US Army Corp of Engineers Standard
as revised by the US ACE and the Bureau of Reclamation in 1952)
D-698 ASTM Compaction Testing
P-1926 OSHA Regulations
1.2.1. Any reference to NCDOT standard specifications was obtained from the "Standard Specifications
for Roads and Structures" dated January, 2002, published by the North Carolina Department of
Transportation.
MATERIALS
2.1 Fill Material shall be classified as ML-low plasticity silt or better by the Unified Soil Classification
System and tabulated below:
Unified Class Description
Class I
Class II GM
GP
SW
SP
Class III GM
GC
SM
Sc
Class IV ML
Fill material shall exhibit a plasticity index of less than
optimum moisture greater than 90 pounds per cubic foot.
Unified Class
Class IV CL
MH
CH
Class V OL
OH
PT
' 2.2 Washed Stone
02222-1
1/4" - 1-1/2" well graded stone including coral,
slag, cinders, crushed stone and crushed shells
Coarse gravel well graded
Coarse gravel poorly graded
Coarse sands well graded
Coarse sands poorly graded
Silty-sandy gravel
Clayey-sandy gravel
Silty-sands
Clayey-sands
Inorganic silts and fine sands
20 and Standard Proctor maximum density at
The following materials are unacceptable
Description
Inorganic clays - low plasticity
Inorganic elastic silts
Inorganic clays - high plasticity
Organic silts
Organic clays
Highly organic soil
501' .0,00,H1 6/05

Stone material where indicated shall be crushed stone or gravel of strong, durable nature and shall
conform to standard size No. 57 per NC DOT Section 1000:
1 %z" 100%
1" 95-100%
'/z" 25-60%
#4 0-10%
#8 0-5%
2.3 Class C Concrete
Minimum 28-day compressive strength of 2000 psi.
CONSTRUCTION
3.1 Existing Facilities
3.1.1 Existing Utilities Shown on the Drawings
It shall be the CONTRACTOR's responsibility to conduct the work in such a manner as to avoid damage
to or interference with any utilities services shown on the drawings. If such damage, interference, or
interruption of service shall occur as a result of his work, then it shall be the CONTRACTOR's
responsibility to promptly notify the ENGINEER of the occurrence and to repair or correct it immediately, at
his own expense, and to the satisfaction of the ENGINEER and the OWNER of the Utility.
3.1.2 Existing Utilities Not Shown on the Drawings
It shall be the CONTRACTOR's responsibility to exercise all reasonable precaution in the performance of
the work to avoid damage to or interference with any utilities services, even though not shown on the
drawings. If such damage, interference, or interruption of service shall occur as the result of this work,
then the CONTRACTOR's responsibility will be the same as stipulated in Paragraph 3. 1.1 above.
3.2 Excavation and Backfill - General Requirements
3.2.1 Pavement, gutters, sidewalks, aprons and curbs which will be disturbed by excavation shall be
removed and disposed of as a part of ordinary excavation. That which is to be removed shall be cut or
sawn along clean straight lines from that which is to remain. Remove enough such that a minimum of
twelve inches of undisturbed earth remain between the excavation and that which is to remain.
3.2.2 Where required, and as approved by the ENGINEER, sheeting and bracing shall be used to
prevent injury to persons, caving of trench walls and to conform with all governing laws and ordinances.
Sheeting and bracing shall be left in place until the trench is refilled to a safe limit. The top portion may
then be removed, but the lower portion shall remain undisturbed.
3.2.3 It is the responsibility of the CONTRACTOR to provide an adequate dewatering system where
required. The system shall be capable of removing any water that accumulates in the excavation and
maintaining the excavation in a dry condition while construction is in progress. The surface of the ground
shall be sloped away from the excavation or piping provided to prevent surface water from entering the
excavation. Disposal of water resulting from the dewatering operation shall be done in a manner that
does not interfere with normal drainage, and does not cause damage to any portion of the work or
adjacent property. All drains, culverts, storm sewers and inlets subject to the dewatering operation shall
be kept clean and open for normal surface drainage. The dewatering system shall be maintained until
backfilling is completed or as otherwise directed by the ENGINEER. All damage resulting from the
dewatering operation shall be repaired by the CONTRACTOR to the satisfaction of the ENGINEER and at
no cost to the OWNER.
3.2 The CONTRACTOR shall erect, maintain, and safeguard temporary bridges, walkways, or
crossings where it is necessary to maintain traffic. Where trenches are open in the vicinity of pedestrian
or vehicular travel lanes, suitable carriers will be constructed and maintained and the work will be further
02222-2 50130.00.H1 6/05

protected from sunset to sunrise with a sufficient number of lights or flares to fully protect the public from
accidents on account of construction.
3.3 If the specified depth for foundations proves insufficient to reach firm ground, the ENGINEER
shall be notified and will furnish instructions for proceeding with the work.
3.4 Rock, wherever used as a name for excavation material, shall mean boulders exceeding one-half
cubic yard in volume or solid ledge rock, which in the opinion of the ENGINEER, requires for its removal
' drilling and blasting, or wedging or sledging and barring. Where rock excavation is necessary, the
CONTRACTOR shall excavate the same as near the neat lines of the trench as practicable and he shall
take all due precautions in the pursuance of the work. He will be held strictly responsible for all injury to
life and to public and private property.
3.4.1 Rock shall be removed from the excavation to the following limits:
• Trenches - The diameter of the pipe plus 8-inches on each side, extending six inches below the
' pipe wall and bell.
• Structures - 12-inches beyond the vertical plane of the structure on all sides and on the bottom
only to the depth necessary for proper installation.
1 3.5 Blasting
Prior to commencing any blasting operations the CONTRACTOR shall notify the ENGINEER and either
the Local Fire Department - Fire Prevention Section or the County Fire Administrator (as applicable) and
obtain blasting permits as required. The CONTRACTOR must furnish proof (certification) of insurance
specifically covering any and all obligations assumed pursuant to the use of explosives.
All blasting operations shall be conducted in strict accordance with any and all decrees, rules, regulations,
ordinances, laws as may be imposed by any regulatory body and/or agency having jurisdiction over the
work relative to handling, transporting, use and storage of explosives. Blasting shall be done only by
competent and experienced men whose activities shall be conducted in a workmanlike manner.
Satisfactory information must be provided to the ENGINEER, that the blaster meets or exceeds the
' qualifications enumerated in OSHA Regulations Part 1926, Subpart U, Section 1926.901 - Blaster
Qualifications.
The CONTRACTOR shall protect all structures from the effects of the blast and repair any resulting
damage. If the CONTRACTOR repeatedly uses excessive blasting charges or blasts in an unsafe or
improper manner, the ENGINEER may direct the CONTRACTOR to employ an independent blasting
consultant to supervise the preparation for each blast and approve the quantity of each charge.
3.5.1 Overburden
Undisturbed overburden may be deemed adequate in lieu of matting but only after the actual depth of the
undisturbed overburden has been determined and adjudged sufficient by the ENGINEER. Under no
circumstances will loose or fill overburden be adequate without the use of weighted mats.
3.5.2 Permission to Blast
The CONTRACTOR shall not be allowed to blast before 9 a.m. or after 3 p.m. without approval of the
ENGINEER and OWNER. Blasting will not occur within any rights-of-way maintained by any agency
(D.O.T., R.R., Gas, OWNER, etc.) without specific approval of the controlling agency and only in
' accordance with their respective requirements (as exceeded herein). The CONTRACTOR shall be held
responsible for any and all injury to persons or damage to public or private property.
' 3.5.3 The CONTRACTOR shall not use excavated rock as backfill material. Dispose of rock which is
surplus or not suitable for use as rip rap.
3.5.4 Monitoring
02222-3 50130 00,1-11 6/05
The CONTRACTOR shall notify the ENGINEER prior to any blasting. Additionally, the CONTRACTOR
shall notify the ENGINEER before any charge is set. Following review by the ENGINEER regarding the
proximity of permanent structures to the blasting site, the ENGINEER may direct the CONTRACTOR to
employ an independent, qualified specialty sub-contractor, approved by the ENGINEER, to monitor the
blasting by use of seismograph, identify the areas where light charges must be used, conduct pre-blast
and post-blast inspections of structures, including photographs or videos, and maintain a detailed written
log.
3.6. Structure Excavation and Backfill
3.6.1 Structure Excavation shall be made at the locations shown on the plans and to the exact
subgrade required. Bottom of excavations shall be level and in firm, solid material, with soft material or
voids treated as specified. Excavated areas shall be kept free of water during the construction period.
Where earth will stand, footing trenches may be cut to the exact size of the footings; otherwise, forms
shall be used. Where necessary, sides of excavations shall be shored and sheathed, or cofferdams built,
as required for protection of the work and personnel.
3.6.1.1 Wherever excavation for a foundation extends below the water table or where specifically
indicated on the plans, washed stone shall be placed to a minimum thickness of 12 inches, unless
otherwise shown, prior to placing the foundation. The washed stone shall be compacted to 90% of
maximum as determined by the.Standard Proctor test (ASTM D698).
3.6.1.2 If the specified depth for foundations proves insufficient to reach firm ground, the ENGINEER
shall be notified for furnishing instructions and proceeding with the work.
3.6.1.3 An adequate dewatering system shall be provided at all structure excavations and elsewhere as
directed by the ENGINEER. If a well-point system is used, the CONTRACTOR shall submit plans to the
ENGINEER for approval. The system shall be capable of removing any water that accumulates in the.
excavation and maintaining the excavation in a dry condition while construction is in progress. The
surface of the ground shall be sloped away from the excavation or piping provided to prevent surface
water from entering the excavation. Disposal of water resulting from the dewatering operation shall be
done in a manner that does not interfere with normal drainage, and does not cause damage to any portion
of the work or adjacent property. All drains, culverts, storm sewers and inlets subject to the dewatering
operation shall be kept clean and open for normal surface drainage. The dewatering system shall be
maintained until backfilling is complete or as otherwise directed by the ENGINEER. All damage resulting
from the dewatering operation shall be repaired by the CONTRACTOR to the satisfaction of the
ENGINEER and at no cost to the OWNER.
3.7. Structure Backfill shall be done with material free from large clods, frozen earth, organic material
or any foreign matter, and shall evenly and carefully be placed and tamped in horizontal layers.
Compaction equipment specifically designed for these purposes must be present and operational at the
job site and shall be utilized throughout to obtain uniform compaction. The degree of compaction and the
density shall be determined by the Standard Proctor Test (ASTM D698), with compaction requirements as
follows:
Percent of Maximum Density
at Optimum Moisture
98
95
90
Location
Top 12" of fill pavement or surfacing
Full depth beneath all roads - paved or unpaved,
driveways, sidewalks and undercut backfill for structure
excavation
All other areas not defined above
3.7.1 No backfill shall be placed against a structural wall until all connecting structural members are in
place. It shall be the CONTRACTOR's responsibility to provide compaction to such a degree that
subsidence after placing shall not be detrimental to the stability or appearance of the structure, adjacent
02222-4 50130.00.H1 6/05

ground, or paved areas. The CONTRACTOR shall provide adequate protection to all structures during
' backfilling and shall use every precaution to avoid damaging or defacing them in any way.
CONTRACTOR shall be responsible for the protection of all structures from damage or flotation prior to
backfill being placed.
O 3.7.2 Unless otherwise approved by the ENGINEER, liquid-retaining structures shall not be backfilled
until tested for leakage.
3.8. Unstable Subgrade
Should unstable soil, organic soil, or soil types classified as fine-grained soils (silts and clays) by ASTM
D-2487 be encountered in the bottom of pipe trenches or structure excavations, such soils shall be
' removed to a depth and width determined by the ENGINEER, properly disposed of and shall be backfilled
with crushed stone conforming to the Department of Transportation Specifications, Size 57. Placement
shall not exceed 12-inches loose and compacted to 90% of the dry density determined by the Standard
Proctor Test ASTM D698 (Class C concrete may be substituted in place of #57 stone at the
CONTRACTOR's option. A 24-hour cure must be given before proceeding with the work).
3.9. Site Grading
Site grading shall conform to the grades indicated by the finish contours on the plans. Where topsoil,
pavement, gravel or crushed stone surfacing and other items are shown, rough grade shall be finished to
such depth below finish grade as necessary to accommodate these items. All areas where structures are
to be built on fill shall be stripped to such depth as necessary to remove turf, roots, organic matter and
' other objectionable materials.
3.9.1 Excavation shall be made to the exact elevations, slopes and limits shown on the plans. Material
excavated may be used as fill material as long as it meets the material requirements established herein.
Acceptable material must be stockpiled neatly onsite and clear of all unsuitable materials to be removed
from the site.
3.9.2 Fill shall incorporate only acceptable materials defined herein. It shall not contain organic
material, roots, debris or rock larger than 6 inches in diameter.
3.9.2.1 Where fill is to be placed, all existing vegetation, roots and other organic matter down to 12 inches
O below grade shall be stripped and disposed of as directed.
3.9.2.2 After clearing existing vegetation, at the ENGINEER's discretion, the site may require proof rolling
to insure that all unstable material has been removed. Proof rolling shall be done in the ENGINEER's
presence, utilizing a loaded dumptruck or similar pneumatic-tired vehicle with a minimum loaded weight of
25 tons.

?I
L
3.9.2.3 Fill shall be placed in successive compacted layers not to exceed 6 inches compacted thickness.
Each layer shall be spread evenly and compacted as specified below before the next layer is placed.
3.9.2.4 Rock shall not be incorporated in fill sections supporting pavement or structures.
3.9.2.5 Where natural slopes exceed 3:1, horizontal benches shall be cut to receive fill material. Slopes
of less than 3:1 and other areas shall be scarified prior to placing fill material.
3.9.2.6 Borrow material, as required, shall be provided by the CONTRACTOR at his own expense.
Borrow material on site may be utilized provided it complies with these specifications.
3.10. Compaction
Unless otherwise noted, each layer of fill and backfill and the top 12 inches of existing subgrade material
in cuts shall be compacted by approved equipment as specified below. The degree of compaction and
the density shall be determined by the Standard Proctor Test (ASTM D698).
02222-5 50130.00.H1 6/05

i
Percent of
Max. Dry Density at
Optimum Moisture Cnntent
Top 12 inches of fill under
pavement or surface 98%
Fill under roads and structures 95%
Fill and backfill in other areas 90%
Material too dry for proper compaction shall be moistened by suitable watering devices, turned and
harrowed to distribute moisture, and then properly compacted. When material is too wet for proper
compaction, operations shall cease until such material has sufficiently dried.
3.11. Compaction Tests
The CONTRACTOR shall provide compaction tests by an independent testing agency selected by the
CONTRACTOR and approved by the ENGINEER. The compaction tests shall be taken at appropriate
locations and frequency to demonstrate that the backfill (or fill) has been placed to meet the minimum
compaction density required. The testing agency shall submit written test records to the ENGINEER for
all compaction tests performed. Minimum testing shall be one test per 500 CY of material placed at the
ENGINEER's option and one test per 10,000 square feet of fill placed for every foot of fill thickness.
In the event that the soil compaction is not in compliance with these specifications, then the
CONTRACTOR shall take corrective action, at no cost to the OWNER, to compact the soils within the
limits of the specifications. The ENGINEER shall be notified within 24 hours of any failing compaction
tests. Any retesting of failed areas shall be performed only after corrective measures have been made by
the CONTRACTOR to bring the compacted soils into compliance. All retesting shall be performed with
the ENGINEER present.
3.12. Site Restoration
3.12.1 General
All surfaces disturbed by the CONTRACTOR in the work shall be restored to a condition equal to or better
than that which existed prior to commencement of the work, except as otherwise specified herein.
3.12.2 Pipe drains, headwalls, catch basins, curbs and gutters, and all incidental drainage structures shall
be restored using like materials and details at no additional cost to the OWNER. The CONTRACTOR
shall maintain drainage during construction.
3.12.3 All cuts, fills and slopes shall be neatly dressed off to the required grade or subgrade, as indicated
on the plans.
3.12.4 Grassed areas shall be restored at no additional cost to the OWNER. Disturbed areas shall be
covered with two (2) inches of topsoil, furnished by the CONTRACTOR from an approved source and of
approved quality, then shall be fertilized, and seeded to match existing adjoining areas. All ditches shall
be restored to their existing grade, line and cross section.
3.12.5 Paved surfaces shall be restored in accordance with the provisions of Section 02575.
END OF SECTION
02222-6 50130.00.H1 6/05
0

0

0

SECTION 02270
EROSION AND SEDIMENT CONTROL
DESCRIPTION
1.1. Erosion and sedimentation control shall be provided by the CONTRACTOR for all areas of the site
denuded or otherwise disturbed during construction. The CONTRACTOR shall be responsible for all
installation, materials, labor, and maintenance of erosion and sediment control devices, as well as
removal of temporary erosion and sediment control devices shown on the plans or required to protect all
downstream properties, natural waterways, streams, lakes, ponds, catch basins, drainage ditches, roads,
gutters, natural buffer zones, and man made structures.
1.2. Erosion and sediment control procedures and facilities shall conform to all legally regulated
procedures for the control of erosion and sedimentation.
1.3. Related Work
See the following sections for related work.
02274 Plain Rip Rap
02275 Stone for Erosion Control
02933 Seeding and Mulching
02277 Silt Fence
02271 Engineering Fabrics
1.3.1 Erosion and sediment control procedures and facilities shall conform to Section 107, 225, and
1000 of the "Standard Specifications for Roads and Structures" Division 16 dated January, 2002,
published by the North Carolina Department of Transportation and the "Erosion and Sedimentation
Control Planning and Design Manual" as published by the North Carolina Sedimentation Control
Commission.
2. MATERIALS
2.1. Washed stone to be used in temporary sediment basins shall be of strong, durable nature,
resistant to weathering and shall be graded to conform to local and state Department of Transportation
requirements.
2.2. Refer to other sections within these specifications as listed in Item 1.3 above for other material
specification required in the installation of erosion and sediment control facilities.
3. INSTALLATION
3.1 General Requirements
3.1.1 The CONTRACTOR shall follow the erosion control construction sequence schedule as shown on
the contract drawings, except that should circumstances dictate that extra precaution be taken to prohibit
erosion and sedimentation on the project, the CONTRACTOR will, at his own expense, take preventative
measures as needed.
3.1.2 The CONTRACTOR is required to maintain all erosion and sediment control facilities to insure
proper performance throughout the construction phase and until such time all disturbed areas are
permanently stabilized.
02270-1 50130.00. H 16105
t
3.1.3 Upon completion of construction or successful permanent stabilization of all areas which were
disturbed before or during construction operations or as indicated on the construction drawings, whichever
occurs last, the CONTRACTOR shall remove all temporary erosion and sediment control devices and
facilities from the project site. The CONTRACTOR shall retain these items for future use or properly
dispose of these items offsite.
3.1.4 The CONTRACTOR shall provide ground cover on exposed slopes within 15 working days but not
more than 30 calendar days, following completion of any phase of grading; permanent ground cover for
all disturbed areas within 15 working days or no more than 90 calendar days following completion of
construction or development.
END OF SECTION
02270-2 50130.00.HI 6/05

SECTION 02271
ENGINEERING FABRICS
1. DESCRIPTION
The work covered by this Section consists of the installation of an acceptable engineering fabric (filter fabric)
appropriate for the application(s) called for on the plans or as required by field conditions. Placement of the fabric
shall be an integral function of the construction of shoulder drains, subsurface drainage systems, temporary silt
' fences and placement of erosion control stone or rip rap facilities. The CONTRACTOR shall furnish all
equipment, tools, labor and materials necessary to complete the work in accordance with the plans and
specifications.
1.1. Related Work
Any reference to standard specifications refers to the most current published date of the following specification
unless otherwise noted.
1.1.1 Reference the following specifications for related work:
02270 Erosion and Sediment Control
02274 Plain Rip Rap
' 02275 Stone for Erosion Control
02277 Temporary Silt Fence
1.12. The filter fabric shall conform to Section 1056 of the "Standard Specifications for Roads and Structures"
' Division 2, Division 10 and/or Section 1605 (213) dated January, 2002, published by the North Carolina Department
of Transportation and the "Erosion and Sedimentation Control Planning and Design Manual" as published by the .
North Carolina Sedimentation Control Commission.
2. MATERIALS
Engineering fabric shall have material properties strictly conforming to those specified in Sections of the standard
State Department of Transportation specifications. - The CONTRACTOR shall provide engineering fabric(s) for
various applications which meet or exceed the corresponding criteria for each different fabric utilized per the
subject specification.

t
3. INSTALLATION
3.1 General Requirements
3.1.1 Engineering fabric installed under erosion control stone or rip rap shall be placed at locations, to the
dimensions as shown on the plans or as directed by the ENGINEER.
3.1.2 Surfaces to receive filter fabric shall be graded to the lines and grades as shown on the plans, unless
otherwise directed by the ENGINEER. The surface shall be free of obstructions, debris and pockets of soft or low-
density material.
3.1.3 At the time of installation, the fabric shall be free of defects, rips, holes, flaws, deterioration or damage
incurred during manufacture, transportation or storage.
3.1.4 The filter fabric shall be laid smooth and free from tension, stress, folds, wrinkles, or creases. Horizontal
overlaps shall be a minimum of 12 inches with the upper fabric overlapping the lower fabric. Vertical overlaps
shall be a minimum of 18 inches with the upstream fabric overlapping the downstream fabric. In the event that the
fabric is displaced or damaged during stone placement, the stone shall be removed and the fabric repositioned or
replaced prior to replacement of the stone, all at no additional cost to the OWNER.
02271-1 50130.00.HI 6105

C
3.1.5 The placement of the filter fabric and stone shall be performed in a continuous manner as directed by the
ENGINEER. The filter fabric shall be protected from damage due to the placement of stone or other materials by
limiting the height of drop of the material or by placing a cushioning layer of sand on top of the fabric before
dumping the material. N
3.1.6 No more than 72 hours shall elapse from the time the fabric is unwrapped to the time the fabric is covered
with stone or sand.
3.1.7 Filter fabric installed in association with shoulder drains or other subsurface drainage systems shall be
installed in such a manner that all splice joints are provided with a minimum overlap of 2 feet. The overlap of the
closure at the top of the trench shall be at least 6 inches and secured with mechanical ties. Where outlet pipe
passes through the fabric, a separate piece of fabric shall be wrapped around the outlet pipe, flared against the
side of the filled drain, and secured with anchor pins.
3.1.8 Field splices of filter fabric shall be anchored with anchor pins to insure that required overlap is
maintained.
3.1.9 At the time of installation, the fabric will be rejected if it has defects, rips, holes, flaws, deterioration, or
damage incurred during manufacture, transportation, or storage.
3.1.10 Aggregate placement operations and the pipe installation shall be done so as to prevent damage to the
filter fabric. Damaged sections of filter fabric shall be replaced at no cost to the OWNER.
3.1.11 The aggregate shall be compacted to a degree acceptable to the ENGINEER by the use of a vibratory
compactor before making the filter fabric closure at the top of the trench.
3.1.12 Filter fabric installed in association with temporary silt fences shall be a water permeable filter type for the
purpose of removing suspended particles from the water passing through it. Silt fences shall be constructed in
accordance with local and state Department of Transportation requirements in the locations and to the
configurations as shown in the plans and as directed by the ENGINEER. Should the requirements of local,
regional or state authorities having jurisdiction over the project exceed the requirements of this section or other
sections in this specification regarding temporary silt fences, the more stringent shall govern.
3.2 Physical Properties of Engineering Fabrics
PHYSICAL PROPERTIES OF ENGINEERING FABRICS

Physical Property Test Method
1056-2 Type 1 Type 2 Type 3
Class A Class B
Min. Roll Width --- --- --- 36" 36"
Min. Fabric Weight 1 4.0 oz/ d2 --- --- ---
Min. Tensile Strength 2 90 lb. 200 lb. 50 lb. 100 lb.
Elongation 2 80% Max. 15% Min. 30% Max. 25% Max.
Min. Burst Strength 3 150 psi 400 psi 100 psi 180 psi
Min. Puncture Strength 4 45 lb. 80 lb. 30 lb. 60 lb.
Apparent Opening
Opening Size - Max/Min
U.S. Std. Sieve
5
60/100
30/130
20/50
20/50
Min. Ultra-Violet Exposure
Strength Retention 6
I 80 lb.
I 140 lb. 40 lb. 80 lb.
:t
Fungus Resistance
7 No
Growth No
Growth No
Growth No
Growth
02271-2
50130.00.1-116/05
0
I
A
1
1
1
1
1
1
1
1

Min. Permeability
Thickness x Permitivit 8 0.2 cm/sec. --- --- ---
Min. Flow Rate 8 --- --- 10 al/min/ft2 10 al/min/ft2
Typical Application -- Shoulder Drain Under Riprap Temporary
Silt Fence
END OF SECTION
02271-3
50130.00. H 16/05
u
SECTION 02274
PLAIN RIP RAP
1. DESCRIPTION
' The work covered by this section consists of the construction of plain rip rap at the locations designated
on the plans or directed by the ENGINEER. The CONTRACTOR shall furnish all equipment, tools, labor
and materials necessary to complete the work in accordance with the plans and specifications.
1.1. Related Work
Any reference to standard specifications refers to the most current published date published of the
following specification unless otherwise noted.
' 1.1.1. Reference 02270 Erosion Control for related work.
The plain rip rap shall conform to Section 868 of the "Standard Specifications for Roads and Structures"
Division 8 dated January, 2002, published by the North Carolina Department of Transportation and the
"Erosion and Sedimentation Control Planning and Design Manual" as published by the North Carolina
Sedimentation Control Commission.
' 2. MATERIALS
2.1 Plain rip rap shall conform to the applicable State Department of Highway specifications.
2.2 Plain rip rap shall consist of quarry run stone or field stone and shall be classified by size into
either Class 1 or Class 2. The class and thickness to be used shall be as called for on the plans.
1 2.3 Where broken concrete from demolished structures or pavement is available, it may be used in
place of stone provided the CONTRACTOR obtains in advance, written authorization from the
ENGINEER. Broken concrete containing reinforcing steel or wire mesh will not be permitted.
3. INSTALLATION
3.1 Unless otherwise directed by the ENGINEER, the stone shall be placed on slopes less than the
angle of repose of the material and to the line, grade and slope as indicated on the plans. The stone shall
be graded so that the smaller stones are uniformly distributed throughout the mass.
3.2 At locations where rip rap is required for channel changes and drainage ditches, the rip rap shall
be placed prior to diverting the water into the channel changes and drainage ditches.
33 At locations where rip rap is required at the outlets of pipe culverts, the rip rap shall be placed
immediately after completion of the pipe culvert installation.
END OF SECTION

02274-1 50130.00. H 16/05

SECTION 02275
STONE FOR EROSION CONTROL
1. DESCRIPTION
The work covered by this section consists of the furnishing, stockpiling if directed, placing and maintaining
an approved stone liner placed in or at ditches, swales, pipe inlets, pipe outlets, and at other locations
designated on the plans or directed by the ENGINEER. The CONTRACTOR shall furnish all equipment,
tools, labor and materials necessary to complete the work in accordance with the plans and specifications.
1.1. Related Work
Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.1.1. Reference the following specifications for related work:
02270 Erosion control
02274 Plain Rip Rap
1.1.2. The stone for erosion control shall conform to Section 876-4, 1042 and/or 1610 of the "Standard
Specifications for Roads and Structures" dated January, 2002, published by the North Carolina
Department of Transportation and the "Erosion and Sedimentation Control Planning and Design Manual"
as published by the North Carolina Sedimentation Control Commission.
' 2. MATERIALS
2.1 Stone for erosion control shall conform to local and state Department of Transportation
' requirements.
2.2 Stone for erosion control shall be resistant to the action of air and water, be of a hard, durable
nature and shall range in size as follows:
Class Size
A 2" - 6"
B 5"-15"
2.3 All stone shall meet the approval of the ENGINEER. While no specific gradation is required, the
various sizes of stone shall be equally distributed within the required size range. The size of an individual
stone particle will be determined by measuring along its long dimension.
' 3. INSTALLATION
3.1 Unless otherwise directed by the ENGINEER, the stone shall be placed on slopes less than the
angle of repose of the material and to the line, grade and slope as indicated on the plans. The stone shall
be placed so that the smaller stones are uniformly distributed throughout the mass. All stone shall be
placed in a neat, uniform layer with an even surface meeting the approval of the ENGINEER.
' 3.2 At locations where stone is required for channel changes and drainage ditches, the stone shall be
placed prior to diverting the water into the channel changes and drainage ditches.
3.3 At locations where stone is required at the outlet of pipe culverts, the stone shall be placed
immediately after completion of the pipe culvert installation.
END OF SECTION
02275-1 50130.00.HI 6/05

1
SECTION 02277
TEMPORARY SILT FENCE
1. DESCRIPTION
The work covered by this Section consists of the furnishing, installing, maintaining, replacing as needed,
and removing of temporary silt fence. The CONTRACTOR shall furnish all equipment, tools, labor and
materials necessary to complete the work in accordance with the plans and specifications. All materials
and procedures shall conform to the latest version of local and state Department of Transportation
requirements.
1:1. Related Work
Any reference to standard specifications refers to the most current published date published of the
following specifications unless otherwise noted.
' 1.1.1. Reference the following specifications for related work:
02270 Erosion Control
02275 Stone for Erosion Control
All applicable local design manuals, codes and/or ordinances for Erosion and Sedimentation Control.
t (Were these design manuals, local codes and ordinances are more stringent then the State Department of
Transportation, these codes and/or ordinances will control the erosion and sedimentation control
procedures to be followed.)
ii

1
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The temporary silt fence shall conform to Section 1605 of the "Standard Specifications for Roads and
Structures" dated January, 2002, published by the North Carolina Department of Transportation and
Section 6.62.1 of the "Erosion and Sedimentation Control Planning and Design Manual" as published by
the North Carolina Sedimentation Control Commission.
2. MATERIALS
2.1. General Requirements
Temporary silt fence shall be a water permeable filter type fence for the purposes of removing suspended
particles from the water passing through it.
2.2. Posts
Either wood posts or steel posts may be used. Wood posts shall be a minimum ,of 6 feet long, at least 3
inches in diameter, and straight enough to provide a fence without noticeable misalignment. Steel posts
shall be at least 5 feet in length, approximately 1-3/8 inches wide measured parallel to the fence, and have
a minimum weight of 1.25 lb/ft of length. The post shall be equipped with an anchor plate having a
minimum area of 14.0 square inches, and shall have a means of retaining wire and fabric in the desired
position without displacement.
2.3. Woven Wire Fence
Wire fence fabric shall be at least 32 inches high, and shall have at least 6 horizontal wires. Vertical wires
shall be spaced 12 inches apart. The top and bottom wires shall be at least 10 gage. All other wires shall
be at least 12-1/2 gage.
02277-1 50130.00.HI 6105

M

2.4. Silt Fence Filter Fabric
The filter fabric shall meet the requirements of "Type 3 Engineering Fabric, Class A or B, per Section 1605
of the "Standard Specifications of Roads and Structures" dated January, 2002 published by the North
Carolina Department of Transportation."
Silt fence which incorporates filter fabric meeting the requirements of these State Specifications but which
fail to perform in an acceptable manner shall be replaced with silt fences which are capable of acceptable
performance. All silt fences shall meet the local governmental requirements as well as the State's
requirements.
2.5. Wire Staples
Wire staples shall be a No. 9 staple and shall be at least 1% inches long.
3. INSTALLATION
3.1. General Requirements
3.1.1. The CONTRACTOR shall install temporary silt fence as shown on the plans or as required by field
conditions. The silt fence shall be constructed at the locations shown on the plans and at all other
locations necessary to prevent sediment transport, as directed by the ENGINEER.
'
3.1.2. Class A synthetic
filter fabric may be used only in conjunction with woven wire fence fabric
backing. Filter fabric shall be attached to the wire fence fabric by wire or other acceptable means.
3.1.3. Class B synthetic filter fabric may be used without the woven wire fence fabric backing, subject to
the following conditions:
• Post spacing is reduced to a maximum of 6 feet.
• The proposed fabric has been approved by the ENGINEER as being suitable for use without the
woven wire fence fabric backing.
• Fence posts shall be inclined toward the runoff source at an angle of not more than 200 from vertical.
• Posts shall be installed so that no more than 3 feet of the post shall protrude above the ground.
Where possible; the filter fabric from a continuous roll cut to the length of the barrier shall be used to
avoid joints. When joints are necessary, securely fasten the filter cloth only at a support post with
overlap to the next post. At the time of installation, the fabric will be rejected if it has defects, rips,
holes, flaws, deterioration, or damage incurred during manufacture, transportation, or storage.
3.2. Maintenance and Removal
3.2.1. The CONTRACTOR shall inspect temporary silt fences at least once a week and after each
rainfall and shall make any required repairs and remove and dispose of silt accumulation immediately.
Should the fabric of the silt fence collapse, tear, decompose or become ineffective, the CONTRACTOR
will replace it promptly at his own expense. The CONTRACTOR shall remove sediment deposits as
necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence.
3.2.2 The CONTRACTOR shall remove all temporary silt fence and associated appurtenances once all
disturbed areas upland of the fence are properly and satisfactorily stabilized as called for on the plans.
END OF SECTION
02277-2 50130.00.HI 6/05
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0

SECTION 02575
PAVING REPAIR AND RESURFACING
1. DESCRIPTION
This section covers cutting and replacing pavement for the installation of utilities as shown on the plans
and as specified herein. Any reference to sections of state specifications shall be in conformance with the
state specifications referred to in the Section 1.2.1 Related Work.
1.1. Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2. Related Work
See the following sections for related specifications:
02222 Excavating, Backfilling & Compacting for Utilities
' Cast-in-Place Concrete:
MP 1 AASHTO
M81 AASHTO
M82 AASHTO
T96 AASHTO
T176 AASHTO
1 1.2.1. Any reference to NCDOT standard specifications was obtained from the "Standard Specifications
for Roads and Structures" dated January, 2002 published by the North Carolina Department of
Transportation. ,
' 2. MATERIALS
2.1 Aggregate Base Course shall be in accordance with the NCDOT 1010 Type B. Aggregate base
course material shall consist of crushed stone, crushed stone, crushed or uncrushed gravel and other
similar materials displaying hard, strong durable particles free from adherent coatings. All aggregate shall
be from and approved sources in accordance with NCDOT Section 1005.

t

2.2 Bituminous Paving
2.2.1. Bituminous Prime Coat: Cut-back asphalt used as prime coat shall conform to NCDOT Section
600.
2.2.2 Bituminous Base Course: Shall conform to NCDOT Section 620, Articles 1 through 4, Type HB.
2.2.3 Bituminous Tack Coat: Shall conform to NCDOT Section 605, Articles 1 through 9.
2.2.4 Bituminous Surface Coat: Shall conform to NCDOT Section 645, Type 1-2.
2.3. Portland Cement Course
Shall be composed of portland cement, coarse aggregate, fine aggregate and air entraining agent in
accordance with Section 03300. Other admixtures may be added with the ENGINEER's approval. All
concrete shall be Class A concrete with a minimum of 3500 psi compressive strength at 28 days. The
concrete shall be air entrained to provide an air content of 4.5 percent plus or minus 1.5 percent.
3. CONSTRUCTION
3.1 Pavement Cutting: Where the existing pavement is to be cut for installation of pipe or other
utilities, the CONTRACTOR shall cut the pavement neatly in advance of trenching. All pavement shall be
cut to a straight edge with the method of cutting subject to approval of the ENGINEER. Pavement shall be
02575-1 50130.00.HI 6/05

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cut 12 inches wider on each side of the excavated area. Ragged or irregular edges will be redone.
Concrete pavement shall be cut with a suitable concrete saw cutting equipment.
3.2 Trench Backfillino: Shall be in accordance to plans or as specified elsewhere herein.
3.3 Aggregate Base Course shall be placed and compacted in accordance with NCDOT Section 520,
Article 8. The base course shall be placed at the same time with the trench backfilling.
3.3.1 If the base course is designed to be used as a temporary travel surface, the additional thickness
shall be placed, compacted and maintained until the permanent surface is placed. When preparing the
base course for the final surface course, the base course material shall be undercut to the thickness to
accommodate the surface course(s) and removed from the site, unless otherwise directed by the
ENGINEER. The final thickness of the base shall be within a tolerance of plus or minus 1/2 inch of the
base thickness required on the plans.
3.3.2 Backfilling with soil above an elevation to accommodate the final base thickness, to be cut-out
and replaced with base material at a later date, will not be allowed.
3.4 Prime Coat
Shall be applied to non-bituminous base course beneath bituminous plant mixed pavements unless
otherwise shown in the plans. The prime coat shall be applied only when the surface to be treated is dry
and the atmosphere temperature in the shade is 40° F or above. Prime coat shall not be applied when the
weather is foggy or rainy. The base shall be clear of debris, dirt, clay or other deleterious material prior to
placing the prime coat.
3.4.1 Application of the prime coat shall consist of asphalt grade AASHTO 81 for Grade RC-70 except
Kinematic viscosity at 1400 F, centistokes shall be a minimum of 30 and a maximum of 60; the distillate,
percentage of volume of total distillate to 680°F, shall be as follows:
To 3740F 15 minimum
To 4370F 55 minimum
To 500°F 75 minimum
To 600°F 90 minimum
and the residue from the distillate to 680°F volume percentage of sample difference shall be a minimum of
50 or of shall be of asphalt grade AASHTO 82. The prime coat shall be applied at a rate of 0.18 to 0.45
gallons per square yard at an application temperature of 900 to 130°F.
3.5 Bituminious Concrete Surface Course. Tvoe 1-2
The surface course shall conform to NCDOT Type 1-2. Pavement shall be replaced within the same
week that it is cut. If inclement weather delays pavement replacement, the CONTRACTOR shall not cut
additional pavement until he has notified the ENGINEER and received specific permission and
instructions. Any deviation from this schedule could subject the CONTRACTOR to immediate shut-down
or non-payment of additional work performed until pavement repair is complete.
3.5.1 The bituminous plant mix placement and compaction shall conform to NCDOT Section 610. If
directed by the ENGINEER, density control and determination shall be in Accordance to NCDOT Section
610-10 and 610-13.
3.6 Portland Cement Concrete shall be placed over a compacted sub-base of CABC stone with the
surface damp at time of placement. The concrete patch shall equal the thickness of the surrounding
pavement, but shall not be less than 4 inches thick. The concrete shall be handled to prevent segregation
and kept free from mud, soil or other foreign matter.
3.6.1 Concrete placement shall not be undertaken or shall be discontinued when any of the following
conditions exist:
02575-2 50130.00.HI 6/05
01

1 3.6.1.1. When the descending air temperature in the shade and away from artificial heat reaches 40°F.
3.6.1.2. When the subgrade or base course is frozen.
3.6.1.3. When the temperature of the concrete mix exceeds 90°F.
' 3.6.1.4..When the time after batching exceeds 90 minutes.
3.6.2 Concrete finishing shall consist of screeding and floating to assist consolidation. The surface
texture shall closely resemble the texture of the surrounding pavement. A uniform surface texture shall be
applied by burlap dragging or other method acceptable to the ENGINEER. The use of excessive water
during finishing will not be permitted.

1

3.6.3 Concrete curing shall be accomplished with spray compounds, polyethylene film or other methods
acceptable to the ENGINEER. In no instance shall the method of curing be allowed to damage the
finished surface. Any concrete with excessive surface damage will be considered defective work and
removed and replaced at the CONTRACTOR's expense.
3.6.4 Concrete shall be protected from cold for a minimum of 72 hours through thermal blankets or
other means acceptable to the ENGINEER. Thermal protection will be required whenever the air
temperature is expected to fall below 40°F. Concrete damaged as the result of freezing shall be removed
and replaced at the CONTRACTOR's expense.
END OF SECTION
02575-3
50130.00.H1 &05

SECTION 02601
MANHOLES, DROP CONNECTIONS AND CONFLICT MANHOLES
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform all work
necessary for the construction of all manhole drop connections and conflict manholes complete and ready
for use. The manhole drop connections and conflict manholes shall be constructed at the locations and
grades shown or established by the ENGINEER and shall conform to the details shown on the Plans.
1.1. Related Work
See Section 02730, Force Mains and Gravity Sewers for related specifications.
1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
ASTM Specifications as listed.
AW WA Specifications as listed.
1.2.1. Any reference to NCDOT standard specifications was obtained from "Standard Specifications for
Roads and Structures", dated July, 1995 published by the North Carolina Department of Transportation.
2. MATERIALS
Materials for manholes shall be new and furnished by the CONTRACTOR in accordance with the following
requirements.
2.1. Manholes shall be precast reinforced concrete sections conforming to ASTM C-478 and to the
following.
2.1.1. Tops shall be eccentric cone where cover permits unless shown otherwise on the drawings and flat
slab tops otherwise. Bottoms shall be integrally cast unless the CONTRACTOR proposes to use specialty
bases ("Dog-House") at points of connection to existing sewer mains. Any special bases or riser used
must be detailed in shop drawings and submitted for approval. Manhole wall and base dimensions shall
conform to C-478 or to the minimum dimensions shown on the drawings.
2.1.2. Manhole supplier shall design manhole sections to resist earth loads and to resist uplift resulting
from buoyant forces calculated with ground water table at the ground surface. Wall and/or base
dimensions shall be increased accordingly.
2.1.3. Pipe connection shall consist of an approved continuous boot of 3/8 inch minimum thickness
' neoprene as shown on the drawings conforming to ASTM C-923. Boots shall be either cast into
the manhole wall or installed into a cored opening using internal compression rings. Installed boot shall
result in a water-tight connection meeting the performance requirements of ASTM C-443.
2.2. Frames and Covers shall be of domestic manufacture good quality cast iron of uniform grain,
conforming to ASTM A48, Class 30 or better, constructed in accordance with details shown on the Plans.
1 2.3. Manhole Steps shall be of aluminum or composite plastic-steel construction. Aluminum steps
shall be of aluminum alloy 6061T6. Composite plastic-steel steps shall consist of a 1/2 inch deformed
steel reinforcing rod encapsulated in a co-polymer polypropylene plastic; reinforcing rods shall conform to
ASTM A615, Grade 60; and polypropylene plastic shall conform to ASTM D2146, Type ll, Grade 16906.
Minimum design live load of steps shall be a single concentrated load of 300 pounds. Steps shall be nine
inches in depth and at least twelve inches in width. Steps shall have non-skid top surfaces. All parts of
aluminum steps to be embedded in concrete or masonry shall be coated with bituminous paint or zinc
' chromate primer.
02601-1 50130.00.HI 6105

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0
2.3.1. Steps shall be uniformly spaced not more than sixteen inches (16") on center, including the
spacing between the top step and the manhole cover. Steps shall be embedded in the wall a minimum
distance of 4 inches in either cast or drilled holes. Steps shall not be driven or vibrated into fresh concrete
and shall withstand a pullout resistance of 2000 lbs. when tested in accordance with ASTM C 497. Each
step shall project a minimum of 5 inches from the wall measured from the point of embedment.
2.4. Concrete (poured in place)
Air entrained Portland Cement Concrete having minimum twenty-eight (28) day compressive strength of
3000 psi.
2.5. Joint Sealant
Butyl Rubber based conforming to AASHTO M-198, type B - butyl rubber, suitable for application
temperatures between 10 and 100 degrees F
2.6. O-Ring or Gasket (CONTRACTORs Option)
ASTM C-443
2.7. Sand Cement
• Portland Cement: ASTM C50, Type I
• Sand: Clear, sharp, graded from fine to coarse, ASTM C-144
• Water: Clean and potable
• Mixture: One (1) part cement, two (2) parts sand
2.8. Pipe and Fittings: Same as sewer pipe
2.9. Precast Grade Rings shall be no less than 4" in height and conform to ASTM C 478.
2.10. Washed Stone
Stone material, crushed stone or gravel shall be strong, durable and conform to standard size No. 57 per
NCDOT Sections 1005 and 1016.
3. CONSTRUCTION
3.1. Excavation for all sanitary manholes shall be carried to a depth such as to provide a minimum of 6
inches of washed stone bedding material below the bottom of structures and extend to a minimum width
of 8 inches beyond each side of structures.
3.2. Should unstable soil, organic soil, or soil types classified as fine-grained soils (silts and clays) by
ASTM D-2487 be encountered at the bottom of excavations, such soils shall be removed to a depth and
width determined by the ENGINEER and properly disposed of. The resulting undercut shall be backfilled
with washed stone. Placement and compaction shall conform to applicable earthwork specifications.
3.3. Manholes shall be constructed of precast reinforced concrete with cast iron frames and covers in
accordance with details shown on the Plans.
3.4. Invert channels shall be smooth and accurately shaped to semi-circular bottom conforming to the
inside of the adjacent sewer sections. Inverts shall be formed of concrete, and no laying pipe through
manholes will be permitted. Changes in size and grade shall be made gradually and evenly. The
minimum bending radius of the trough centerline shall be 1.5 times the pipe I.D. A minimum Y7." radius
shall be provided at the intersection of 2 or more channels. Depressions, high spots, voids, chips or
fractures over '/4' in diameter or depth shall be filled with sand cement and finished to a texture
reasonable consistent with that of the formed surface.
02601-2 50130.00.HI 6/05 a
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1

3.5. Precast concrete bottom sections, risers, and top sections shall be fabricated such that when
assembled, they provide a manhole conforming to the depth required. The CONTRACTOR shall be
responsible for the furnishing and constructing manholes such that the completed assembly is flush (0.1
foot above) finished grade or at other elevations as may be shown on the drawings. No manhole
assembly will be accepted or paid for that will allow surface water inflow to occur through the cover due to
poor attention to construction grades.
3.6. Sections are to be assembled so as to provide a plum structure with uniform bearing at all joints
and at the base slab. Joints shall be thoroughly cleaned to remove dirt and foreign material. The butyl
rope sealant shall be unrolled directly against the base of the spigot. Leave the protective paper in place
until the sealant is fully in place. Overlap rope from side to side, not top to bottom. Joints to be plastered
smooth inside and outside of manhole with a cement grout. Joints shall be water-tight.
3.7. Pipes shall project into the manhole 2-inches and shall be mechanically sealed with a molded
neoprene boot.
3.8. Manhole frames and covers shall be set flush (0.1 foot above) with the finished grade or as
otherwise shown on the drawings. Precast adjustment (grade) rings shall be used as required. No more
than 8 vertical inches of grade ring will be allowed per manhole. Seal frame to adjustment ring, or cone
section with butyl sealing rope and completely grout the ring to the top manhole section.
3.9. Drop connections shall be constructed in accordance with details shown on the Plans.
3.10. Conflict Manholes and Manhole Alternates shall be constructed in accordance with details shown
on the plans.
4. TESTING
All manholes shall be tested in accordance with the Infiltration/Exfiltration Test in Section 02730, unless
otherwise directed by the ENGINEER.
END OF SECTION
02601-3 50130.00.HI 6/05

SECTION 02730
GRAVITY SEWERS
' 1. DESCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform all Work
necessary for the construction of the sewers, complete, tested and ready for use. The sewers shall be
constructed to the lines and grades shown and shall be the size shown on the plans.
1.1. Related Work
See the following sections for related specifications.
02222 Excavating, Backfilling & Compacting for Utilities
02933 Seeding and Mulching
1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
AWWA Specifications as listed.
AEC MILP -23236
WPCF Manual of Practice No. FD-5 (WPCF now known as "Water
Environment Federation [WEF])
' 2. MATERIALS
All materials for sewer pipe shall be new and shall be furnished by the CONTRACTOR in accordance
with the following requirements unless shown otherwise on the plans.
t 2.1. Gravity Sewers (8-Inch Through 16-Inch)
2.1.1. Ductile Iron Pipe
• Pipe: Latest revision ANSI/AW,WA C150 "Thickness Design of Ductile Iron Pipe", 8" through
12" pressure class 350 psi, 14" through 16" pressure class 250 psi, and latest revision
AWWA C151 "Ductile Iron Pipe, Centrifugally Cast for Water and Other liquids, unless
shown otherwise on the drawings
• Fittings: AWWA C110, grey or ductile iron, or compact ductile iron conforming to AWWA
C153.
• Joints: AWWA C111 push-on unless shown otherwise
• Linings: AWWA C104 cement lining, standard thickness, bituminous seal coat
2.1.2. PVC Pipe
• Pipe: ASTM D3034; "Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings." SDR 35
with a minimum cell classification of 12454-B
• Fittings: ASTM D3034. Fittings in sizes through 8" shall be molded in one piece with
elastomeric joints and minimum socket depths as specified in Sections 6.2 and 7.3.2.
Fittings 10" and larger shall be molded or fabricated in accordance with Section 7.11 with
manufacturer's standard pipe bells and gaskets
• Joints: ASTM D3212, Elastomeric gaskets conforming to ASTM F477
2.1.3. Intentionally Omitted
2.1.4. High Strength Steel Pipe
2.1.4.1. Pipe: High Strength Steel Pipe shall be welded or seamless, manufactured in accordance with
02730-1 50130.00. HI 6/05
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ASTM A-53 for Welded and Seamless Steel Pipe (1/8-inch to 26-inch inclusive) and /or ASTM A
-139 for Welded Straight Seamed Steel Pipe (4-inch to 92-inch inclusive). All steel shall be Grade
"B" only, with minimum yield strength of 35,000 PSI. Thickness shall be 0.375' unless otherwise
specified or shown on the plans. The pipe shall be produced in a single continuous length.
Welding of two or more individual pieces together end to end shall not be permitted. Spiral-
seam pipe shall not be permitted.
2.1.4.2. Linings: One of the following shop applied linings shall be applied on the inside of the pipe
barrel.
• Coal tar lining 3/32-inch minimum thickness in accordance with AWWA 203
• Coal tar epoxy lining 20 mils (dry) minimum thickness conforming to Mil-P-23236 Type I,
Class II
2.1.4.3. Couplings: Shall be a reducing steel coupling when making a reduction in pipe size, changing
class of pipe, or for making connections between any two (2) kinds of pipe. The coupling shall consist of
one (1) cylindrical steel middle ring, two (2) steel follower rings, two (2) resilient gaskets and a set of steel
trackhead bolts. The middle ring shall have a conical flare at each end to receive the wedge portion of
the gaskets. The follower rings shall confine the outer ends of the gaskets. Tightening the bolt shall
draw the follower rings toward each other, compressing the gaskets in the spaces formed by follower
rings, middle ring flares and pipe surface. This shall make a flexible leak-proof seal. Bolts and nuts shall
be of high grade, high strength steel.
2.1.4.3.1 Pipe ends shall have tolerances within the limits required for approved couplings. Pipe shall also
be furnished with plain right-angle ends with all burrs removed from the ends. Steel mechanical
transition couplings shall be as follows:
2.1.4.3.2 Steel Pipe to Steel Pipe:
• 30-inch and smaller pipe size shall have a center ring length of seven (7) inches.
• 36-inch and larger pipe sizes shall have a center ring length of ten (10) inches.
• Couplings shall be as manufactured by Dresser Industries - Style 38 Straight Coupling, or
approved equal. Center ring, glands, bolts, and nuts shall receive one shop coat of primer.
2.1.4.3.3 Steel Pipe to Ductile Iron Pipe:
• 8-inch and smaller pipe sizes shall have a center ring length of five (5) inches.
• 10-inch through 20-inch pipe sizes shall have a center ring length of seven (7) inches.
• 24-inch and larger sizes shall have a center ring length of ten(10) inches.
• Couplings shall be as manufactured by Dresser Industries - Style 62 Transition Coupling, or
approved equal. Center ring, glands, bolts, and nuts shall receive one shop coat of primer.
Couplings shall receive field protective coatings as specified for steel pipe.
2.1.4.4. Protective Coating: The outside of steel pipe, nuts, bolts and couplings shall receive one (1) coat
coal tar epoxy to 16 mils minimum thickness. Coatings shall be shop applied to pipe and field.
applied to couplings. Damage to exterior shop applied coatings shall be repaired with the same
coating used by the manufacturer and applied as recommended by the manufacturer.
2.2. Piers (Aerial Creek Crossing): Pier locations as shown on the plans shall be considered a guide
only, with final determination made at the time of construction by the Engineer. Pier spacing center to
center, will be as shown on the Plans, but all pier locations may be adjusted by the Engineer due to field
conditions. Piers will be placed parallel to the flow of the creek unless otherwise directed by the Engineer.
02730-2 50130.00.HI 6/05 a

2.2.1 Steel Pile Piers: The work covered by this section consists of furnishing and driving piles, as
' indicated on the plans, the standard details, and as approved by the Engineer, in conformity with the
specifications and to the bearing and penetration required.
2.2. Installation: General- The HP8X36 or W8X35 pilings shall be driven to obtain a bearing capacity of
20 tons based on the following formula (the Engineering New Record Pile Driving Equation) and to
minimum depth of 10 feet in undisturbed earth below the bottom of the creek channel or existing ground
when not adjacent to the creek.
t ENR Formula: S = (2E/R) C
Where:
S = penetration per blow (inches)
R = specified bearing capacity (pounds
E = energy per blow (ft-lbs)
C = 1.0 for drop hammer; 0.1 for air, steam, or diesel hammer
2.2.3 Piles Lengths: Full length piles shall be used where practicable and not more that 2 pieces (1
splice) of steel pile will be permitted in making up one full length pile unless approved by the Engineer.
Splices, where necessary and approved by the Engineer, shall be made as to maintain the true alignment
and position of the pile sections. Both pieces of a spliced pile shall be the same shape (HP8x36 of
W8x35).
' Splices should develop not less than 100 percent of the bending strength of the pile and not less than
100 percent o the axial load strength of the pile. All welded splices will be of butt weld type with back-up
plates welded to the flanges and web of the steel piles. All welding of structural steel in the shop or in
the field shall meet the requirements of the AWS Code and be done by the qualified welders.
Certification of welders and welds will be required by the Engineer in accordance with the AWS Code.
2.2.4 Driving: Steel piles shall be driven with a diesel, steam, drop, or air hammer with a rated energy of
not less than 15,000 ft. lbs., fixed leads and a ram weight of one (1) to one and a half (1 '/2 ) times the
pile weight. In case the required penetration is not obtained by the use of a hammer complying with the
above minimum requirements, the Contractor shall provide a heavier hammer, at his own expense. The
' piles shall be driven on a batter of 15 degree to the vertical or as shown on the plans, and shall not be out
of position at the top of the pile by more than three inches in any direction after driving. The piles shall be
equipped with a steel driving shoe place on the bottom of the H-pile.
2.2.5 Cross Bracing: Cross bracing will be required only when the undisturbed ground level is below the
intersection of the cross bracing.
2.2.6 Painting Steel Piers: Unless otherwise directed, all steel in the piers shall have a coal tar epoxy
coating consisting of two coats of coal tar epoxy as specified. All surfaces of the steel to one foot below
the disturbed ground or to one foot below the cross bracing, whichever is greater, shall receive the
coating system and shall be thoroughly sand blasted prior to application to remove rust, dirt, grease, and
other foreign material and to provide a clean surface to receive the coating. Each coat of paint shall be
approved by the Engineer prior to application of the next coat. The total dry film thickness shall be at
least 16 mils. Areas with coatings less than 16 mils shall be recoated as required to provide the specified
film thickness.
2.2.7 Testing and Inspection: The OWNER/ENGINEER will provide inspection and will determine
bearing capacity of the driven piles. The Contractor will submit certification of rated hammer energy
acceptable to the Engineer.
t
1 02730-3 50130.00.HI 6105
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The ENGINEER will be present during all pile driving operations and the Contractor will provide him
evidence that the average penetration for the last 10 blows is less than the S calculated by use of
the above formula.
Test piles furnished and driven by the Contractor for his use in determining the lengths of piles to
be furnished may be so located that they may be cut off and become part of the completed
structure, provided that such test piles conform to the specifications and are approved by the
Engineer.
Test piles shall be driven with equipment of the same type and capacity as that used for driving
piles for the structure.
Test piles which are not to be incorporated in the completed structure shall be removed to at least
2 feet below the surface of the ground or the stream bed, and the remaining hole backfilled with
earth or other suitable material.
The Contractor shall give written notice before beginning construction on the steel piles in order to
coordinate this work with the Utility Department.
2.2.8 Concrete Piers: If the required penetration for a pile is not obtained, as determined solely by the
Engineer, the Contractor may be directed to construct a reinforced concrete pier. The
Contractor will not attempt to drive a second pile at a pier location at which the first pile did not
achieve the required penetration unless the Engineer has determined that the first pile will be used.
A pile which will not be incorporated in the completed structure will be removed or cut off so that the top
of the pile is below the concrete footing.
2.3 Intentionally Omitted
2.4. Intentionally Omitted
2.5. Steel Encasing Pipe shall be smooth wall meeting or exceeding ASTM A-139, Grade B 35,000
psi minimum yield strength with a minimum wall thickness as defined below:
CARRIER PIPE Casing Pipe Thickness
D.O.T. R. R. Recommended Min.
Tunnel
6-Inch Ductile Iron 14" .250" .281 48"
8-Inch Ductile Iron 18" .250" .281 48"
10-Inch Ductile Iron 20" .250" .344" 48"
12-Inch Ductile Iron 22" .250" .375" 48"
16-Inch Ductile Iron 28" .312" .469" 48"
18-Inch Ductile Iron 30" .312" .469" 48"
20-Inch Ductile Iron 32" .375" .501 48"
24-Inch Ductile Iron 36" .375" .532" 48"
0

02730-4 50130.00.HI 6/05 0

1
2.6. Carrier Pipe Supports within Steel Casing shall be steel plate, cold formed structural collar with
flanges and a minimum of four support legs welded to the collar. Each support leg shall have a foot or
skid welded on the end extending beyond the front and back edge of the collar. The front and rear of
each foot shall be angled inwardly towards the collar to serve as a stable, effective skid during installation
of the carrier pipe. The carrier support shall be securely fastened to the carrier pipe with a heavy duty
one-half (%') inch grade five (5) bolt and locking nut passing between the flanges, compressing the collar
against the carrier pipe. The support device shall be a Spider or approved equal.
' 2.7. Utility Line Marking Tape shall be acid and alkali resistant polyethylene film two (2") inches wide
and four (4) mil thick. The tape shall be manufactured with integral wires, foil backing or other means to
enable detection by a metal detector when the tape is buried up to three feet. The metallic core of the
tape shall be encased in a protective jacket or by other means to prevent corrosion. The tape shall bear
a continuous printed marking describing the specific utility, i.e. "SEWER."
2.8. Trench Excavation and Backfill
2.8.1. Excavation shall conform to the lines and grades shown on the drawings. No trench shall be
opened more than two hundred (200') feet in advance of the completed pipe Work without the written
permission of the ENGINEER. The lines of excavation of trenches shall be made so there will be a
clearance of at least eight (8") inches on each side of the barrel of the pipe. Excavation shall not be
carried below the established grades and any excavation below the required level shall be backfilled and
thoroughly tamped as directed by the ENGINEER, at the CONTRACTOR's expense. Bell holes shall be
excavated accurately by hand.
2.8.2. During excavation, CONTRACTOR shall separate materials suitable for backfill from those
defined unsuitable. Do not use the following materials for pipe foundation or trench backfill within the
' zones indicated below:
• All zones: material classified as peat (PT), organic soil (OL)(OH) under the Unified Soil
Classification (USC) System, ASTM D2487 and all materials too wet or too dry to
' achieve minimum compacted.density requirements
• Six inches beneath pipe: soft or unstable material and rock
• Beside pipe: any material containing more than 75% fines passing #200 sieve
Suitable material shall be stockpiled near the trench for use as backfill. Unsuitable material shall be
removed immediately or shall be stockpiled separately for dewatering or drying and later removal. Where
no excavated material is suitable for backfill, furnish suitable material from borrow sites at no additional
e cost to the OWNER.
2.8.3. All unstable soil, organic soil, or soil types classified as inorganic clays and inorganic elastic silts
(Class IV, Unified Class CL or lower) that are encountered at the bottom of pipe trenches or structure
excavations shall be removed to a depth and width determined by the ENGINEER and properly disposed
of. The resulting undercut shall be backfilled and compacted with sandy soils which meets or exceeds
the requirements of Class I or Class II soil, Unified Class SP or better. Placement and compaction shall
' conform to the compaction specifications herein and on the plans.
2.8.4. All necessary dewatering pumping and bailing shall be performed in such a manner as to keep
the trench in a satisfactory condition for pipe laying.
2.8.5. Backfilling shall be done with material free from large clods, frozen earth, organic material and
any foreign matter.
I 2.8.5.1. Around the pipe and to a depth of twelve (12") inches above the pipe the backfill shall be
carefully placed and compacted in layers not to exceed six (6") inches compacted thickness. The backfill
shall be select and free of rock. Do not place backfill material on either side of the gravity sewer that is
' finer than the material upon which it is placed. Backfill with coarser material to the top of the pipe.
1 02730-5 50130.00.HI 6105
H;n,
2.8.5.2. Twelve (12") inches above the crown of the pipe the backfill may contain rock but less than six
(6") inches in diameter. Backfill layers shall be horizontal and not exceed twelve (12") inches loose or
eight (8") inches compacted.
2.8.5.3. Compaction shall be performed with suitable pneumatic compactors or approved equal
equipment. Compaction equipment specifically designed for trench compaction shall be present,
operational and at the jobsite at all times. Compaction equipment shall be utilized throughout the length
and depth of the trench to achieve uniform compaction density.
2.8.5.4. Compaction density shall be determined by the Standard Proctor Test (ASTM D698) and shall
meet the minimum standards in Section 02222, Excavating, Backfilling & Compacting for Utilities.
2.8.5.5. Surplus material shall be disposed of by the CONTRACTOR at his expense.
2.8.5.6. Clean shoulders and pavement of excess material immediately after backfilling is complete.
2.9. Laving Sewers
2.9.1. Gravity Sewers
All sewers shall be laid and jointed in accordance with approved manufacturer's recommendations and
shall be laid true to line and grade proceeding upgrade with the spigot pointing in the direction of flow.
The sections of pipe shall be laid and fitted together so that, when complete, the sewer will have smooth
and uniform invert, with full-length of the barrel resting on the trench bottom or bedding prepared for the
pipe. Holes shall be excavated to accommodate pipe bells. The pipe shall be kept thoroughly clean.
Each pipe shall be inspected for defects before lowering pipe into trench. Water shall not be allowed to
rise around joints until they have been made tight.
2.9.1.1. All gravity sewer shall be bedded in accordance with Section D, Pipe Bedding and Backfilling
Chapter 9 Section D Page 183 in WPCF.(WEF) manual of Practice NO. FD-5 (ASCE Manual No. 60),
ASTM D2321 for Flexible Pipe (PVC) and Section F2.9 page 202 in WPCF (WEF) Manual No. FD-5 for
Rigid Pipe (Ductile Iron) Chapter 9, Section F2.9 for the proposed depth of sewer, and as detailed in the
contract drawings.
2.9.1.2. The exposed end of all pipes shall be closed by means of an approved plug to prevent earth or
other substances from entering the pipe. The interior of the sewer shall be kept free from all dirt, cement
or superfluous materials of every description as the work progresses.
2.9.2. Intentionally Omitted
2.9.3. Boring and Jacking
Where required, smooth wall or spiral weld steel pipe shall be jacked through dry bores slightly larger
than the pipe, bored progressively ahead of the leading edge of the advancing pipe. As the boring and
jacking operation progresses, each new section of the encasement pipe shall be butt-welded to the
section previously jacked in place.
2.9.3.1. Obstructions encountered during the boring and jacking operation or deflections in the bore
resulting in less than thirty (30") inches of soil cover above the casing, shall require the bore to be
abandoned. The abandonment procedure consists of cutting off the excess pipe, capped then filled with
Portland cement grout (1:3 parts cement to sand) at sufficient pressure to fill all voids before moving to a
new location.
2.9.3.2. The carrier pipe shall be fully supported along its entire length within the casing pipe. Support
may be accomplished by securely fastening pressure treated lumber to the carrier pipe or by using
"spiders." Either method shall be first submitted to the ENGINEER for approval, detailing the means of
fastening the support devices and spacing of supports.
2.9.3.3. Length of encasements shall be determined as follows.
0
H
0
0
0

02730-6 50130.00.HI 6,'05

I
• Cut sections - Ditch line to ditch line
• Fill sections - 5 feet beyond toe of slope
• Curb sections - 3 feet beyond curb
• Future highway or railroad R/W - Extend full width of R/W or unless otherwise noted.
j 2.9.3.4. Materials and workmanship shall also be governed by the requirements set for by the agency
issuing the encroachment (Railroad, Department of Transportation, Pipeline Co., Etc.). Any specific
conditions other than listed herein pertaining to the encroachment are listed in the Special Conditions.
3. INSTALLATION OF JOINTS
3.1. Mechanical Joints
The socket, gasket or spigot of the pipe shall be cleaned of all foreign matter. The gland shall be slipped
on the spigot end, followed by the gasket and the pipe end pushed into the bell. The ring gasket shall be
properly seated so that it is totally confined under pressure within the bell. The loose gland shall be
moved into position against the face of the gasket and the nuts and bolts loosely assembled with the
fingers and then made up tight with a suitable ratchet wrench.
32 Push-On Joints
The joint shall be thoroughly cleaned, prepared, lubricated and installed in accordance with the
requirements, instructions and recommendations of the manufacturer and ENGINEER.
' 3.3. Solvent Cements Joints
The joint shall be thoroughly cleaned, prepared and installed in accordance with the requirements,
instructions and recommendations of the manufacturer and ENGINEER.
3.4. Grooved Joints
Joints shall be installed in accordance with manufacturers' published installation instructions.
3.5. Testing
All pipe installations shall be tested as specified herein. Tests shall be performed by CONTRACTOR at
his expense in the presence of ENGINEER or his representative. Testing shall not be performed until
such time that all Work which may affect the results of the testing has been completed. Where a test
section fails to meet test requirements, CONTRACTOR shall make corrections as specified herein and
retest the section. The correct/retest procedure shall continue until such time as test requirements are
met. All gravity lines will be lamped by the ENGINEER. The CONTRACTOR shall furnish two (2)
personnel to assist the ENGINEER in removing and replacing manhole covers, and in carrying
ENGINEER's tripod, hoist and other equipment necessary to perform this task.
3.5.1. Air Test: All gravity sewer pipe
3.5.1.1. Procedure
3.5.1.1.1. Air test shall be conducted in strict accordance with the testing equipment manufacturer's
instructions, including all recommended safety precautions. No one will be allowed in the manholes
during testing. Equipment used for air testing shall be equipment specifically designed for this type of
test, and is subject to approval of the ENGINEER.
3.5.1.1.2. The test shall be performed only on clean sewer mains after services are installed and the pipe
is completely backfilled. Clean sewer mains by propelling snug fitting inflated rubber ball through the pipe
with water. After completely cleaned, plug all pipe outlets with suitable test plugs. Brace each plug
securely.
3.5.1.1.3. For pipe within test sections above the ground water table, add air slowly to the portion of the
' pipe installation under test until the internal air pressure is raised to the starting pressure of 4 psig. After
the starting pressure is obtained, allow at least two minutes for air temperature to stabilize, adding only
02730-7 50130.00. H 16105

the amount of air required to maintain pressure. When pressure decreases to 3.5 psig, start stopwatch.
Determine the time that is required for the internal air pressure to reach 2.5 psig.
3.5.1.1.4. For pipe with test sections below the ground water table, determine the starting pressure for
the test section, in psig, as follows.
• Determine the maximum depth of pipe within the test section in feet.
• Multiply this depth by 0.67 and add 9.3 feet.
• Multiply the result in part 2 by 0.43 and round to the nearest 0.5 psig. After this starting
pressure is obtained, continue the test in accordance with the procedure in the paragraph
above.
3.5.1.2. Requirement
The test section shall be acceptable if the elapsed time for pressure drop of 1.0 psig is greater than the
sum of the times shown below for all pipe sizes within the test section.
PIPE DIAMETER (INCHES) -
LENGTH 4 6 8 10 12 15 18 21 24
25 0:04 0:10 0:18 0:28 0:40 1:02 1:29 2:01 2:38
50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17
75
100 0:13
0
18 0:30
0
40 0:53
1
10 1:23
1
50 1:59
2
8 3:06 4:27 6:04 7:55
: : : : :3 4:08 5:56 8:05 10:34
125 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20
150 0:26 0:59 1:46 2:45 3:58 6:11 8:30
175 0:31 1:09 2:03 3:13 4:37 7:05 "
200 0:35 1:19 2:21 3:40 5:17 12:06
225 0:40 1:29 2:38 4:08 5:40 10:25 13:36
250 0:44 1:39 2:56 4:35 8:31 11:35 15:07
275 0:48 1:49 3:14 4:43 9:21 12:44 16:38
300 0:53 1:59 3:31 10:12 13:53 18:09
350 1:02 2:19 3:47 8:16 11:54 16:12 21:10
400 1:10 2:38 6:03 9:27 13:36 18:31 24:12
450 1:19 2:50 6:48 10:38 15:19 20:50 27:13
500 1:28 5:14 7:34 11:49 17:01 23:09 30:14
3.5.1.3. Corrective Measures
If elapsed time is less than the specified amount, CONTRACTOR shall locate and repair leaks
and repeat the test until elapsed time exceeds the specified amount.
3.5.2. Infiltration/Exfiltration Test (Use All Manholes)
3.5.2.1. The use of this method for sewer pipe, in lieu of air tests may be used as an alternate test
method.
3.5.2.2. Procedure
3.5.2.2.1. Infiltration: Immediately following a period of heavy rain, a test of Work constructed up until
that time shall be made. Three (3) measurements shall be made at one (1) hour intervals to compute the
amount of the infiltration. Tests for manholes only shall be conducted on individual manholes. Tests for
02730-8 50130.00. H 16/05
D
Q
pipe and manholes shall be performed on test sections not exceeding 3.500 linear feet of collector sewer
a and shall include both pipe and manholes. The ENGINEER reserves the right to use his judgement as to
whether the ground is sufficiently saturated and/or whether the fall of rain is adequate to permit making
infiltration tests. In the event that sufficient rain does not occur before the date of completion, the
a CONTRACTOR shall be required to conduct the tests at any time during a thirty (30) day period
following this date. Should the ENGINEER determine that certain pipe or manholes cannot be tested by
infiltration methods, the ENGINEER may direct the filling of lines and the measurement of exfiltration.
The allowable rate of exfiltration shall be the same as for infiltration.
3.5.2.2.2. Exfiltration: Determine test sections as outlined for infiltration tests. Install a temporary water
plug at the inlet and outlet of the test section. Fill test section with clean water up to the bottom of the
lowest manhole frame within the test section. Allow time for saturation of pipe and manholes refilling test
section as required. Beginning with a full test section, allow at least eight (8) hours to elapse without
adding water. Measure the water level at the beginning and end of the elapsed time above. Compute
the volume of water lost in gallons per hour.
3.5.2.3. Test Requirements
• The rate of water loss/gain shall be less than the rate, in gallons per hour, calculated for the test
section using the following allowances:
• Sewer main and manholes with or without service laterals; 100 gallons per 24 hours per inch of
sewer main diameter per mile of sewer main (gpd/in-mi)
• Manholes only; 1 gallon per 24 hours per vertical foot of manhole
3.5.2.4. Corrective Measures
If actual leakage rate is greater than required leakage rate, CONTRACTOR shall locate and repair leaks
and repeat the test until actual leakage is less than the required rate.
3.5.3. Deflection Test
3.5.3.1. Use all gravity sewer, eight (8") inch diameter through fifteen (15") inch diameter except ductile
iron.
3.5.3.2. Procedure
Tests shall be performed by the CONTRACTOR in the presence of the ENGINEER no sooner than thirty
(30) days after completion of backfill. The OWNER, at his option, may require a second test within the
guarantee period of the project. A nine (9) arm mandrel and proving ring, as manufactured by Wortco,
Inc. or an approved equal, will be provided by the CONTRACTOR. The mandrel shall be manually
pulled, from manhole, through the entire length of mainline pipe. The mandrel and proving ring shall
remain the property of the CONTRACTOR.
3.5.3.3. Requirement
All pipes shall allow passage of the test mandrel. The mandrel and proving ring shall be sized at five
(5%) percent less than the ASTM dimension for the pipe in accordance with the following table.

NOM. DIA

L ASTM D3034
SDR 35
D
ASTM D2680
D
8" 8" 7.28" 7.40"
10" 10" 9.09" 9.31 "
12" 12" 10.79" 11.22"
15"
11 15" 13.20" 14.09"
L = Mandrel Contact Length
D = I.D. of Proving Ring
02730-9
50130.00. H 16105
0
D
3.5.3.4. Corrective Measures
All pipe that fails the deflection test shall be removed, replaced and retested at no additional expense to
the OWNER.
3.5.4. Force Main Pressure Test
3.5.4.1 The pressure/leakage test of water mains shall be in accordance with Standard AWWA C600,
latest revision. The allowable leakage shall not exceed that determined by the following formula:
L = SID ,P
133,200
L = Allowable leakage in gallons per hour
S = Length of line tested in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure, in psi - 1.50 average system pressure in the
area, but not less than 100 psi.
3.5.4.2. Where practicable, pipe lines shall be tested in lengths of no more than two thousand (2000')
feet.
3.5.4.3. Duration of test shall be not less than two (2) hours where joints are exposed, and not less than
twenty-four (24) hours where joints are covered, unless directed by the ENGINEER.
3.5.4.4. All visible leaks at exposed joints, and all leaks evident on the surface where joints are covered,
shall be repaired and leakage minimized, regardless of total leakage as shown. by test.
3.5.4.5. All pipe, fittings, and other material found to be defective under test shall be removed and
replaced at the CONTRACTOR'S expense.
3.5.4.6. Lines which fail to meet tests shall be repaired and retested as necessary, until test requirements
are complied with.
END OF SECTION

02730-10 50130.00.HI 6/05 9

SECTION 02933
SEEDING AND MULCHING
1. DESCRIPTION
The work covered by this section consists of furnishing all labor, materials, and equipment to perform all
necessary operations to topsoil, fine grade, fertilize, mulch and maintain temporary and permanent
seeding of all graded, cleared, or disturbed areas during construction. The work covered by this section
shall be in conformance with the latest version of local and state Department of Transportation
requirements.
t

t

1.1. Related Work
See following sections for related work.
02110 Clearing and Grubbing
02210 Unclassified Excavation and Grading
02270 Erosion and Sediment Control
SS-A617A FS Liquid Mulch Binder
The work covered by this section shall be in conformance with Section 1615, 1620 and 1660 of the
"Standard Specifications for Roads and Structures" dated January, 2002, published by the North Carolina
Department of Transportation and with Section 6.11 of the "Erosion and Sediment Control Planning and
Design Manual" published by the Land Quality Section of the North Carolina Department of Natural
Resources and Community Development unless otherwise stated herein. All seed shall be certified by the
N.C. Crop Improvement Association.
MATERIALS
2.1. Topsoil
Topsoil shall be from stockpiles created from stripping and required excavation. Should additional topsoil
be required in excess of that obtained from stripping and excavation, the contractor shall obtain material
from other sources on the site where authorized by the OWNER, or from approved sources off the site.
The topsoil shall be natural, friable soil, possessing characteristics of representative soils in the vicinity
which produce heavy growths of crops of grass. It shall be obtained from naturally well-drained areas,
shall be reasonably free from subsoil, brush, objectionable weeds, and other litter and shall be free from
toxic substances, clay lumps, stones, roots and other objects larger than 1 inch in diameter, or any other
material which might be harmful to plant growth or be a hindrance to grading, planting, and maintenance
operations.
2.2. Fertilizer
Fertilizer shall be the product of an approved commercial fertilizer manufacturer and shall be 5-10-5
grade, uniform in composition, free-flowing material suitable for application with approved standard
equipment. The fertilizer shall conform to the applicable State fertilizer laws and shall be delivered to the
site in bags or other convenient containers each fully labeled and bearing the name, trademark, and
warranty of the producer.
2.3. Lime
Lime shall be ground limestone containing not less than 85% of total carbonates and shall be ground to
such fineness that at least 50% will pass through a 100-mesh sieve and at least 90% will pass through a
20-mesh sieve. Coarser materials will be acceptable provided the specified rates of application are
increased proportionately on the basis of quantities passing the 100-mesh sieve, but no additional
payment will be made for the increased quantity.
02933-1 50130.00.HI 6/05

2.4. Mulch
Mulch shall be straw from wheat or oats. Materials for securing mulch may be one of the following.
• Mulch Netting: Lightweight plastic, cotton, jute, wire orpaper nets shall be used.
• Peg and Twine: Bailing twine and soft wood pegs 1/2" x 1" x 12". -
• Liquid Mulch Binder: RC-2 cut back asphalt conforming to the requirements of Federal
Specifications SS-A671A, and asphalt emulsion shall conform to the requirements of Federal
Specification SS-A-674, Type V.
• Seed: Seed used shall bear the official "certified seed" label inspected by North Carolina
Crop Improvement Association. Seed that has become wet, moldy, or otherwise damaged in
transit or storage will not be acceptable. The seed used shall be that shown in seeding
schedule specified herein or on the plans.
3. INSTALLATION
3.1. Seedbed Preparation
3.1.1. Clearing
Prior to or during grading and tillage operations, the ground surface shall be well drained, cleared of all
brush, roots, stones larger than 2 inches in diameter, or any other material which may hinder proper
grading, tillage, or subsequent maintenance operations.
3.1.2. Fine Grading
Areas to be seeded shall be graded as shown on the drawings or as directed and all surfaces shall be left
in an even and properly compacted condition so as to prevent the formation of depressions where water
will stand. Areas to be topsoiled shall be graded to a smooth surface and to a grade that will allow
topsoiling to finished grade.
3.1.3. Topsoiling
Immediately prior to placing topsoil, the subgrade, where excessively compacted by traffic or other
causes, shall be loosened by scarifying to a depth of at least 2 inches to permit bonding of the topsoil to
the subgrade. Topsoil shall be uniformly spread by approved equipment in sufficient quantity to provide a
compacted layer of 4 inches in thickness over the designated areas and in such manner that planting can
proceed with little additional soil preparation or tillage. Topsoil shall not be placed when the subgrade is
frozen, excessively wet, extremely dry, or in a condition otherwise detrimental to the proposed planting or
to proper grading. Topsoil shall be graded to the lines indicated or as directed and any irregularities in the
surface resulting from topsoiling or other operations shall be corrected to prevent formations of
depressions where water will stand.
3.1.4. Tillage 0
After topsoiled areas required to be seeded have been brought to the grades shown on the plans and as
specified, they shall be thoroughly tilled to a depth of 3 inches by approved methods, until the condition of
the soil is acceptable to the ENGINEER. Any objectionable undulations or irregularities in the surface
resulting from tillage or other operations shall be removed before planting operations are begun. The
work shall be performed only during periods when satisfactory results are likely to be obtained. When
conditions are such, by reason of drought, excessive moisture or other factors, that results are not likely to
be satisfactory, the ENGINEER will stop the work and it shall be resumed only when, in his opinion, the
desired results are likely to be obtained.
3.2. Limestone. Fertilizer and Seed
3.2.1. General
Seasonal limitations for seeding operations, the kinds and grades of fertilizers, the kinds of seed, and the
rates of application of limestone, fertilizer, and seed shall be as shown in the seeding schedule.
02933-2 50130.00A 6/05
t

3.2.2. Equipment to be used for the application, covering, or compaction of limestone, fertilizer, and
seed shall have been approved by the ENGINEER before being used on the project. Approval may be
revoked at any time if equipment is not maintained in satisfactory working condition, or if the equipment
operation damages the seed.
3.2.3. Limestone, fertilizer, and seed shall be applied within 24 hours after completion of seedbed
preparation unless otherwise permitted by the ENGINEER, but no limestone or fertilizer shall be
distributed and no seed shall be sown when the ENGINEER determines that weather and soil conditions
are unfavorable for such operations.
3.2.4. During the application of fertilizer, adequate precautions shall be taken to prevent damage to
structures or any other appurtenances. The CONTRACTOR shall either provide adequate covering or
change methods of application as required to avoid such damage. When such damage occurs, the
CONTRACTOR shall repair it, including any cleaning that may be necessary.
3.3. Limestone and Fertilizer
Limestone may be applied as a part of the seedbed preparation, provided it is immediately worked into the
soil. If not so applied, limestone and fertilizer shall be distributed uniformly over the prepared seedbed at
a specified rate of application and then harrowed, raked, or otherwise thoroughly worked or mixed into the
' seedbed.
3.3.1. If liquid fertilizer is used, storage containers for the liquid fertilizer shall be located on the project
and shall be equipped for agitation of the liquid prior to its use. The storage containers shall be equipped
with approved measuring or metering devices which will enable the ENGINEER to record at any time the
amount of liquid that has been removed from the container. Application equipment for liquid fertilizer,
other than a hydraulic seeder, shall be calibrated to insure that the required rate of fertilizer is applied
uniformly.
3.4. Seeding
Seed shall be distributed uniformly over the seedbed at the rate indicated 'in the seeding schedule, and
immediately harrowed, dragged, raked, or otherwise worked so as to cover the seed with a layer of soil.
The depth of covering shall be as directed by the ENGINEER. If two kinds of seed are to be used which
require different depths of covering, they shall be sown separately.
3.4.1. When a combination seed and fertilizer drill is used, fertilizer may be drilled in with the seed after
limestone has been applied and worked into the soil. If two kinds of seed are being used which require
different depths of covering, the seed requiring the lighter covering may be sown broadcast or with a
special attachment to the drill, or drilled lightly following the initial drilling operation.
3.4.2. When a hydraulic seeder is used for application of seed and fertilizer, the seed shall not remain in
water containing fertilizer for more than 30 minutes prior to application unless otherwise permitted by the
ENGINEER.
3.4.3. Immediately after seed has been properly covered, the seedbed shall be compacted in the
manner and degree approved by the ENGINEER.
3.5. Modifications
When adverse seeding conditions are encountered due to steepness of slope, height of slope, or soil
conditions, the ENGINEER may direct or permit that modifications be made in the above requirements
which pertain to incorporating limestone into the seedbed; covering limestone, seed, and fertilizer; and
compaction of the seedbed.
02933-3 50130.00.HI 6/05

3.5.1. Such modifications may include but not be limited to the following.
n
3.5.1.1. The incorporation of limestone into the seedbed may be omitted on (a) cut slopes steeper than
2:1 (b) on 2:1 cut slopes when a seedbed has been prepared during the excavation of the cut and is still in
an acceptable condition; or (c) on areas of slopes where the surface of the area is too rocky to permit the
incorporation of the limestone. ,
3.5.1.2. The rates of application of limestone, fertilizer, and seed on slopes 2:1 or steeper or on rocky
surfaces may be reduced or eliminated.
3.5.1.3. Compaction after seeding may be reduced or eliminated on slopes 2:1 or steeper, on rocky
surfaces, or on other areas where soil conditions would make compaction undesirable.
3.6. Mulch
3.6.1. General
All seeded areas shall be mulched unless otherwise indicated on the plans or directed by the ENGINEER.
Application rate of mulch shall be indicated in seeding schedule.
3.6.2. Mulching
Mulch shall be applied within 36 hours after the completion of seeding unless otherwise permitted by the
ENGINEER. Care shall be exercised to prevent displacement of soil or seed or other damage to the
seeded area during the mulching operations.
3.6.3. Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers that will
provide an acceptable application. An acceptable application will be that which will allow some sunlight to
penetrate and air to. circulate but also partially shade the ground, reduce erosion, and conserve soil
moisture.
3.6.4. Mulch Binding
Mulch shall be held in place using devices approved by the ENGINEER as per manufacturers
recommendations. During application, the CONTRACTOR shall take adequate precautions to prevent
damage to structures or appurtenances.
3.7. Maintenance
3.7.1. General
The CONTRACTOR shall be responsible for the proper care and maintenance of the seeded areas until
the work under the entire contract has been completed and accepted by the ENGINEER. Maintenance
shall consist of repair and replacement of eroded areas, watering, refertilizing, reliming, reseeding, and
remulching as necessary to provide an even, fixed growth of grass. In addition, the CONTRACTOR shall
provide protection against traffic and shall erect the necessary barricades and warning signs immediately
after planting is completed.
3.7.2. Mowing
The seeded areas shall be mowed with approved mowing equipment as per seeding schedule. If weeds
or other undesirable vegetation threaten to smother the planted species, such vegetation shall be
removed at no cost to the OWNER.
3.8 Inspection and Testing
3.8.1 Fertilizer and Lime
02933-4 50130.00.HI 6/05
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The ENGINEER shall be furnished with duplicate copies of invoices for all fertilizer and lime used on the
project. Invoices for fertilizer shall show the grade furnished. Invoices for lime shall show total minimum
carbonates and minimum percentages of the material furnished that pass 100-mesh and 20-mesh sieve.
Upon completion of the project, a final check of the total quantities of fertilizer and lime used will be made
against the total area topsoiled and seeded, and if the minimum rates of application have not been met,
' the ENGINEER may require the distribution of additional quantities of these materials to make up the
minimum application specified at no additional cost to the OWNER.
3.8.2 Seed
The ENGINEER shall be furnished duplicate signed copies of a statement from the Vendor, certifying that
each container of seed delivered is fully labeled and in full accordance with the specifications in this
section and the seeding schedule.
END OF SECTION

t

02933-5 50130.00. HI 6/05

SECTION 03300
CAST-IN-PLACE CONCRETE
DESCRIPTION
1.1. The work covered by this section consists of all cast-in-place concrete work and related items as
shown on the plans and as specified herein.
1.2. The CONTRACTOR shall furnish all equipment, tools, labor and materials necessary to complete
the work in accordance with the plans and specification.
1.3 Related Work
1.3.1 These Specification Documents affecting work in this Section include, but are not necessarily
limited to, General Conditions, Special Conditions, and Sections in Division 1 of these Specifications.
1.3.2 Nation Codes affecting work in this Section of the Specifications:
• ACI Codes as stated in Part 2 and 3 of this Section
¦ ASTM Codes as stated in Part 2 and 3 of this Section
¦ U. S Army Corps of ENGINEERS Standard Specifications as stated in Part 2 and 3 of this
Section
¦ National Ready Mixed Concrete Association's Plant Certification Check List
1.4 Qualitv Assurance
1.4.1 Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the
necessary crafts and who are completely familiar with the specified requirements and the methods
needed for proper performance of the work of this Section.
1.4.2 A testing laboratory will be retained by the OWNER to perform material evaluation tests as
required by these Specifications.
1.4.3 The CONTRACTORs performing the concrete work shall have a minimum of two (2) years
experience on comparable concrete projects.
1.4.4 The concrete supplier's plant equipment and facilities shall meet all requirements of the "Check
List for Certification of Ready Mixed Concrete Production Facilities" of the National Ready Mixed Concrete
Association and ASTM C94.
1.5 Submittals
1.5.1 Comply with the pertinent provisions of Section 01340 (Shop Drawings, Product Data and
Samples).
1.5.2 Within 21 days after receiving the OWNER's Notice to Proceed, submit proposed concrete mix
designs for approval. Submit two copies of each laboratory trial mix design proposed in accordance with
ACI 301, Method 1, which is based on trial batches and requires an average strength 1200 psi greater
than the specified strength; or ACI 301, Method 2, which is based on at least 30 consecutive strength tests
of a similar mix obtained within the past year. The cost of this work is to be borne by the CONTRACTOR.
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1.5.3 Submit manufacturer's specification with application instructions for proprietary materials and
items, including curing compounds, form release agents, admixtures, patching compounds and others as
required by the ENGINEER.
1.5.4 Submit reinforcing steel shop drawings and manufacturer's data for approval to the ENGINEER
before work is started.
1.5.4.1 Metal Reinforcement: Shop drawings shall show complete information for placing
reinforcement, including type or shape of each bar, dimensions to ends of bars, amount of concrete
(clear) cover, spacing of bars, number of bars at each location and other pertinent dimensions. All wall
reinforcing steel shall be detailed and shown in elevations of the walls. Shop Drawings of the following
items shall be submitted to the ENGINEER for review prior to fabrication or delivery to the job site.
1.5.5 Concrete Tests: Two copies of all concrete test results shall be submitted to the ENGINEER.
Each test report shall indicate the specific structure where the concrete was placed.
1.5.6 Other: For each batch (truckload) of concrete, the concrete supplier shall provide a delivery ticket
in accordance with ASTM C94. The ticket shall also indicate the time the concrete is placed. One copy of
each delivery ticket shall be furnished to the ENGINEER or his representative. CONTRACTOR shall keep
another copy of each delivery ticket at the job site until final acceptance.
MATERIALS
2.1. General
2.1.1. Class of Concrete: All concrete shall be Class A, as hereinafter specified, except where
specifically noted otherwise.
2.1.2. References: Materials and work shall conform to the requirements of all specifications,
standards, codes and recommended practices referenced herein. References to specifications,
standards, codes, etc., shall mean the latest edition or revision in effect of the time of bid opening, unless
otherwise specified. In conflicts between referenced standards and this specification, or this specification
and the local building code, the more stringent requirements shall govern.
2.1.3. Publications: CONTRACTOR shall keep the following publications on file at the site at all times
during construction.
ACI SP 15 Field Reference Manual; Specification for structural concrete for buildings with
selected ACI and ASTM references.
ACI 311 Recommended Practice for Concrete Inspection
ACI 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 350R Concrete Sanitary ENGINEERing Structures
2.1.4. General Specifications: Concrete work shall conform to all requirements of ACI 301,
"Specifications for Structural Concrete for Buildings," except as modified by these contract documents.
2.2. Testing and Inspection
Materials and operations shall be tested and inspected as work progresses. Failure to detect defective
work will not prevent rejection when the defect is discovered, nor shall it obligate the ENGINEER for final
acceptance. Testing agencies will be selected or approved by the ENGINEER, and shall meet the
requirements of ASTM E329.
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2.2.1. Concrete Testing: CONTRACTOR shall have a qualified technician from an independent
laboratory take samples, prepare specimens and perform on-site testing, at the CONTRACTOR's
expense. Technician shall be on site prior to starting the pour and shall remain on site until the pour is
completed. He shall immediately notify the CONTRACTOR and ENGINEER of any concrete that does not
meet the specifications. For very small pours, the ENGINEER may waive the requirements for an
independent testing laboratory and for the tests specified in paragraphs 2.2.1.3 and 2.2.1.5 below.
CONTRACTOR shall request this waiver in writing at least seven days before the pour. These
requirements will normally be waived only for concrete that is not in a liquid-retaining structure nor
exposed to the weather. CONTRACTOR shall also pay the cost of qualification of proposed materials,
establishment of mix designs in accordance with ACI 301, shipment of specimens to the testing
laboratory, laboratory testing and reports, and additional testing required if initial tests indicate that the
material may be substandard (even if the additional test reveals that the material is satisfactory). The
following tests shall be the minimum required.
2.2.1.1. Samples from which test specimens are made shall be secured in accordance with ASTM C172
requirements for composite samples. Specimens shall be molded and cured in accordance with ASTM
C31. Specimens shall be tested in accordance with ASTM C39. Four strength specimens shall be taken
for each 50 cu. yd., or fraction thereof, of each mix design of concrete placed in any one day; one tested
at 7 days, two tested at 28 days and one to be retained as a spare.
2.2.1.2. Slump test shall be made in accordance with ASTM C143. One test shall be made from each
sample taken for a strength test specimen, or whenever the consistency of concrete appears to vary. If
the slump in any test is outside the design range, at least one strength specimen shall be taken from that
sample.
2.2.1.3. Entrained air content shall be determined in accordance with ASTM C231 or ASTM C173, as
applicable. One test shall be made from each sample taken for a strength test specimen.
2.2.1.4. Temperature of each sample taken for a strength test specimen shall be determined.
' 2.2.1.5. Unit weight, yield and air content (gravimetric) of concrete shall be determined in accordance with
ASTM C138.
2.3. Evaluation and Acceptance
' 2.3.1. Field Conditions: Concrete materials and operations shall be tested and inspected prior to
concrete being placed. Whenever a concrete truckload is rejected for any reason, the truck will
' not be allowed on the site for at least three hours. The contents of rejected truckloads shall remain the
property of the concrete supplier and shall be disposed of properly off the site.
2.3.2. Failure to meet the maximum time limits as specified in ASTM C94 for mixing and placing of
' concrete, or if concrete has attained its initial set before placing, will result in rejection of each individual
truckload. No tests shall be performed and the delivery ticket shall remain at the site with the reason for
rejection written thereon.
' 2.3.3. Failure to meet the requirements of the tests specified herein will result in rejection of each
individual truckload.

2.3.4. Laboratory Testing: Evaluation and acceptance based on laboratory testing shall be in
accordance with ACI 318, except that the ENGINEER will be the referenced "building official".
2.4. Submittals
CONTRACTOR shall make the following submittals to the ENGINEER.
03300-3
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2.4.1. Mix Designs: Submit two copies of each laboratory trial mix design proposed in accordance with
ACI 301, Method 1, which is based on trial batches and requires an average strength 1200 psi greater
than the specified strength; or ACI 301, Method 2, which is based on at least 30 consecutive strength tests
of a similar mix obtained within the past year.
2.4.2. Shop Drawings of the following items shall be submitted to the ENGINEER for review prior to
fabrication or delivery to the job site.
2.4.2.1. Metal Reinforcement: Shop drawings shall show complete information for placing reinforcement,
including type or shape of each bar, dimensions to ends of bars, amount of concrete (clear) cover,
spacing of bars, number of bars at each location and other pertinent dimensions. All wall reinforcing steel
shall be detailed and shown in elevations of the walls.
2.4.2.2. Other Materials and Products: Catalog cuts and other descriptive data shall be submitted for all
manufactured materials and products to be used in the work.
2.4.3. Concrete Tests: Two copies of all concrete test results shall be submitted to the ENGINEER.
Each test report shall indicate the specific structure where the concrete was placed.
2.4.4. Other: For each batch (truckload) of concrete, the concrete supplier shall provide a delivery ticket
in accordance with ASTM C94. The ticket shall also indicate the time the concrete is placed. One copy of
each delivery ticket shall be furnished to the ENGINEER or his representative. CONTRACTOR shall keep
another copy of each delivery ticket at the job site until final acceptance.
2.5. Materials and Products
2.5.1. Cement: ASTM C150, Type I or 11. Air-entraining cement shall not be used. Cement used in the
work shall correspond to that upon which the selection of concrete proportions was based. Only one
brand and manufacture of approved cement shall be used for exposed concrete.
2.5.1.1. Type I I I cement shall be used where specifically noted on the plans or when prior written approval
has been obtained by the CONTRACTOR from the ENGINEER.
2.5.2. Aggregates: ASTM C33. Local aggregates not complying with ASTM C33 may be used provided it
can be shown by special test or a record of past performance that these aggregates produce concrete of
adequate strength and durability.
2.5.2.1. Fine Aggregate shall be clean, sharp, natural sand.
2.5.2.2. Coarse Aggregate shall be Size No. 57, 67 or 467.
2
5
3
Water shall be fresh
clean and
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.
.
.
,
p
.
2.5.4. Admixtures: When requested, a qualified concrete technician employed by the admixture
manufacturer shall be available to assist in proportioning concrete materials for optimum use, and to
advise on proper use of the admixture and adjustment of concrete mix proportions to meet job-site and
climatic conditions.
2.5.4.1. Water Reducing Admixture: "Eucon WR-75" by Euclid Chemical Co., "Pozzolith 122N" by Master O
Builders, "Plastocrete" by Sika Chemical Corp., or equal. Admixture shall conform to ASTM C494, Type
A, and shall not contain more than 1 % chloride ions. ,.,.
03300-4 50130.00.HI 6/05

' 2.5.4.2. High Range Water Reducing (HRWR) Admixture (Superplasticizer): "Eucon 37" by Euclid
Chemical Co., "Sikament" by Sika Chemical Corp., "Melment" by American Admixtures Co., or equal.
Admixture shall conform to ASTM C494, Type F or G, and shall not contain more than 1 % chloride ions.
2.5.4.3. Non-Corrosive Accelerator: "Accelguard 80" by Euclid Chemical Co., "Daraset" by W. R. Grace,
or equal. Admixture shall conform to ASTM C494, Type C or E, and shall not contain more than 1 %
chloride ions.
2.5.4.4. Air-Entraining Admixture: ASTM C260
' 2.5.4.5. Retarding Admixture: "Eucon Retarder 75" by Euclid Chemical Co., "Pozzolith 300R" by Master
Builders, or equal. Admixture shall conform to ASTM C494, Type B or D, and shall not contain more than
' 1 % chloride ions.
2.5.4.6. Fly Ash: ASTM C618. Quantity of fly ash shall be less than 25% of the combined weight of
cement and fly ash.
' 2.6. Curing Materials
2.6.1. Waterproof Sheet Material: ASTM C171.
2.6.2. Curing Compounds: "Super Pliocure" by Euclid, "Super Floor Coat" by Euclid, or "Masture Kure-
CRC" by Master Builders or equal. Product shall be a curing, sealing and hardening product with
approximately 30% solids and shall meet the requirements of ASTM C-309.
2.7. WATERSTOPS shall be steel plate, 1/8 x 6-inch; except where non-metallic waterstops are specified
or noted on the plans.
' 2.7.1 Waterstops at submerged expansion joints shall be the dumbbell or center bulb type, and shall be
of rubber, PVC, styrenebutadiene or neoprene. Unless otherwise noted, dumbbell type shall be 3/8 x 6-
inch with 3/4-inch end bulbs and center bulb type shall be 1/4 x 6-inch with 5/8-inch end bulbs and 1-1/8
inch center bulb.
2.8. Non-Shrink Grout
Non-metallic conforming to "Corps of ENGINEERs Specification for Non-Shrink Grout" CRD-C-621, Type
D; "Euco N-S" by Euclid Chemical Co., "Masterflow 713" by Master Builders, Crystex" by L & M
Construction Chemicals, or equal.
' 2.9. Bonding Compound
2.9.1. Not Exposed to Water after Placement: Polyvinyl acetate, rewettable type; "Euco Weld" by Euclid
1 Chemical Co., "Weldcrete" by Larsen, "Everbond" by L & M Construction Chemicals, or equal.
2.9.2. Exposed to Water after Placement: "SBR Latex" or "Flex-Con" by Euclid Chemical Co., "Sikatop"
' polymer when used with "Sikatop" by Sika Chemical Corp., "Everbond" by L & M Construction Chemicals,
or equal. Epoxy adhesives may also be used.
2.10. METAL REINFORCEMENT shall be reinforcing steel or welded wire fabric, as shown on the plans.
' If requested, manufacturer's certificates showing conformance with the specifications shall be furnished to
the ENGINEER.
2.10.1. Reinforcing Steel shall be deformed steel bars conforming to ASTM A615, Grade 60 unless
' otherwise noted.
03300-5 50130.00.HI 6/05

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2.10.2. Welded Wire Fabric: ASTM A185.
2.11. JOINT FILLERS shall be preformed bituminous self-sealing type conforming to ASTM D994, unless
otherwise noted.
2.12 Formwork
2.12.1. Forms for Exposed Concrete shall be of plywood, and shall provide continuous, straight, smooth
surfaces. Plywood shall be B-B Plyform, Class I Exterior, 5/8-inch thick minimum. Metal and other types
of forms shall be used only upon approval of the ENGINEER. Symons forms with plywood, or equivalent,
shall be acceptable.
2.12.2. Forms for Unexposed Concrete may be of undressed square-edge tongue-and-groove lumber, or
of plywood.
2.12.3. Form Oil shall be a light colored, non-staining form coating compound. Form oil for steel forms

shall be rust-preventive type. a
2.12.4. Form Ties shall be factory fabricated, adjustable length type designed to prevent from deflection
and spalling of concrete surfaces upon removal. Ties shall be of the type to have metal not less than 1
inch from exposed concrete surfaces. Wire ties will not be permitted where wire is embedded in finished
concrete. Form ties fabricated at the job site will not be acceptable. Ties in liquid-retaining structures
shall have a waterstop in the middle of the tie.
2.12.5. Vertical sides of excavations may be used for placing concrete in lieu of forms, provided that the
sides are clean cut and remain stable while the concrete work is being accomplished.

2.13. MATERIAL STORAGE: Storage of materials shall be subject to approval of the ENGINEER and
shall be such that damage from water, freezing and other sources is prevented. No damaged or
deteriorated material shall be used for concrete.
2.13.1. Cement shall be stored in enclosed shelters to prevent damage from moisture. Supporting floors
shall be at least 1 foot above ground or otherwise suitably protected against moisture penetration.

2.13.2. Aggregates shall be stored in separate piles, and in such manner as to prevent inclusion of dirt
and other foreign materials.
2.13.3. Admixtures: Dry admixtures shall be stored as specified for cement. Liquid admixtures shall be
protected from freezing and from settling out of solution.
2.13.4. Metal Reinforcement shall be stored off the ground, protected from the weather, and so that it can
be easily identified.
2.13.5. Other Materials shall be suitably stored to prevent damage or misuse.
2.14. Selection of Proportions
Concrete shall be composed of cement, fine and coarse aggregate, water and the required admixtures.
Proportions of ingredients shall produce concrete of the proper consistency that works readily into corners
and angles of forms and around reinforcement without excessive segregation or bleed water forming on
the surface; concrete that provides resistance to freezing, thawing and other aggressive actions; and
concrete that meets the strength and other requirements specified herein. Proportioning of materials shall
be in accordance with ACI 211.1, ACI 318 and ACI 301 (Method 1 or Method 2).
03300-6 50130.00.HI 6/05

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2.15. Concrete Quality
Concrete work shall conform to all requirements of ACI 301, except where specifically modified by the
plans and specifications for this project. Concrete shall be composed so as to obtain the following
compressive strengths at 28 days.
® Class AA 4000 psi
Class A 3500 psi
Class B 2500 psi
Class C 2000 psi
Note: Water-cement ration requirements may be more restrictive than the strength
requirements.
2.15.1. Minimum Cement Content for Class A Concrete shall be 517 lb./cu. yd. for coarse aggregate size
No. 467, and 564 lb./cu. yd. for coarse aggregate size No. 57 or 67.
2.15.2. Air-Entrained Concrete: Concrete exposed to the weather or in liquid-retaining structures shall be
air-entrained. Total air content required shall be 5-1/2% + 1% for coarse aggregate size No. 467, and 6%
+ 1% for coarse aggregate size No. 57 or 67. The design mix shall be based on the midpoint of the
applicable range, and the field delivered concrete shall be within that range.
1 2.15.3. Air content shall be measured in accordance with ASTM C173, or ASTM C231.
2.15.4. Slump shall be determined in accordance with ASTM C143.
2.15.5. Maximum slump for walls shall be 3 inches prior to addition of the HRWR admixture. Admixture
shall be added in sufficient quantities to provide a minimum slump of 5 inches prior to placement of
concrete.
2.15.6. The maximums specified above may be increased to 8 inches by using the HRWR admixture.
' However, slump will be checked prior to the addition of the HRWR admixture, and shall meet the
restrictions specified above.
2.16. HARDENING OF CONCRETE: Concrete shall be adjusted to produce the required rate of
' hardening for various climatic and job-site conditions. The rate of hardening shall be as follows:
Ambient Admixture
' Temperature (ASTM C494)
Under 50 degrees F Type E (accelerating)
Over 80 degrees F Type D (retarding)
50 degrees F to Type A (normal rate of hardening)
' 80 degrees F
2.17. Admixtures
' All other concrete shall contain a water reducing admixture. All thin slabs, less than 8 inches thick, placed
at air temperatures below 50 degrees F, shall contain the specified non-corrosive accelerator. All
concrete required to be air-entrained shall contain an approved air-entraining admixture. When increased
ultimate and/or early strengths are required, the appropriate admixture shall be used.
' 2.18. Water-Cement Ratio
Class A concrete or better shall have a maximum water-cement ration of 0.45. When used, fly ash shall
' be included with the cement to determine the water-cement ratio.
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INSTALLATION
'111,
3 Construction of Forms
Forms for concrete shall conform to the shapes, lines and dimensions of the members as shown on the
plans, and shall be sufficiently tight to prevent leakage of mortar. Forms shall have sufficient strength to
withstand forces from the placement and vibration of concrete, and shall be properly braced or tied
together to maintain position and shape.
3.1.1. Design: Formwork shall be designed for loads, lateral pressure and allowable stresses in
accordance with ACI 347. All tolerances, preparation of form surfaces, removal of forms, reshoring and
removal strength shall be in accordance with ACI 301. Design, ENGINEERing and construction of
formwork shall be the responsibility of the CONTRACTOR.
3.1.2. Erection of Forms:
3.1.2.1. Forms shall be erected to the sizes, shapes and dimensions shown on the plans, true to line and
grade. Forms shall be fabricated to permit easy removal without damage to concrete.
3.1.2.2. All formwork shall be provided with adequate cleanout openings to permit inspection and easy
cleaning. Wood chips, sawdust, dirt and other debris shall be removed just before concrete is placed.

3.1.2.3. All exposed corners and edges of forms shall be provided with a 3/4-inch chamfer. Chamfer
strips shall be of wood, metal, PVC or rubber.
3.1.2.4. Contact surfaces of forms shall be oiled and allowed to dry before reinforcement is placed. Form
oil shall be applied in accordance with the manufacturer's instructions. All excess oil shall be removed.
3.1.2.5. Forms to be re-used in the work shall be thoroughly clean and free of splits, distortion and other
damage. Re-used forms shall be oiled as specified for new forms.
3.1.3. Extreme Weather Requirements: During cold weather, forms shall be kept free from frost or ice.
In hot weather, forms shall be properly prepared to prevent loss of water prior to placing concrete, and
shall be well oiled and sprinkled as necessary to keep them cool.
3.2. Concrete Reimforcement
Reinforcement shall be accurately formed to the required lengths, dimensions and shapes as shown on
the plans, prior to shipment to the job site. Shop drawings shall be reviewed prior to fabrication. All bars
shall be bent cold, unless otherwise directed by the ENGINEER. Bars partially embedded in concrete
shall not be field bent, unless otherwise shown on the plans or specifically permitted by the ENGINEER.
All requirements for reinforcement not shown on the plans or specified herein shall be in accordance with
ACI 315.
3.2.1. Shipping and Handling: Reinforcement shall be delivered to the job site tied in bundles so as to be
easily handled, and tagged with non-rusting metal tags showing shop drawing numbers.
3.2.2. Placing: Reinforcement shall be carefully and accurately placed as shown on the plans, and
adequately secured in position by concrete, metal or other approved chairs, spacers or ties to prevent
displacement during the concreting operation. At the time concrete is placed, reinforcement shall be free
from thick rust, mill scale, ice, frost, oil, grease or other coatings that destroy or reduce the bond.
3.2.3. Splices: Unless otherwise noted, splices in reinforcement shall be Class C in accordance with ACI
318. All splices shall be approved by the ENGINEER, and shall be securely tied with wire or cable
clamps.
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3.2.4. Cutting of reinforcement in the field will not be allowed, unless specifically approved by the
ENGINEER.
3.2.5. Concrete Protection: Unless otherwise noted, the minimum cover of concrete over reinforcement
shall be in accordance with ACI 318 or shall be as shown on the plans.
3.2.6. Exposed Reinforcing Bars intended for bonding with future work shall be adequately protected
against corrosion.
3.2.7. Field Bending of reinforcement is strictly prohibited, except where specifically approved by the
ENGINEER on a limited basis for each particular case. When approved, field bending shall be done using
cold bends conforming to all applicable codes; heat will not be allowed.
3.3. JOINTS AND EMBEDDED ITEMS shall be provided where shown on the plans or as directed by the
ENGINEER.
3.3.1. Joints not shown on the plans shall be made and located to least impair the strength of the
structure, and shall be approved by the ENGINEER.
3.3.1.1. All reinforcement shall be continued across construction and contraction joints, unless noted
otherwise; keys and dowels shall be provided as directed by the ENGINEER.
3.3.1.2. Joint filler shall be placed in all expansion and isolation joints.
3.3.1.3. Contraction joints shall be formed, tooled or sawed approximately equal to 1/4 the thickness of
the member.
3.3.1.4. All joints in liquid-retaining structures shall be provided with a waterstop, unless otherwise
directed in each instance by the ENGINEER.
3.3.1.5. Dowel length into adjoining concrete shall be considered a minimum of full splice length, and
shall conform to all requirements for splices as specified above.
3.4. SUBMERGED EXPANSION AND CONTRACTION JOINTS shall be provided as detailed on the
plans. All manufactured products shall be applied in accordance with the manufacturer's instructions.
3.4.1. Other Embedded Items: All sleeves, wall pipe, nipples, inserts, anchors, hangers and other
embedded items required for adjoining work or for its support shall be placed prior to placing concrete,
and shall be positioned accurately and supported against displacement.
' 3.5. Mixing and Placing
CONTRACTOR shall provide access for delivery and sufficient equipment and manpower to rapidly place
all concrete. All work shall be done in accordance with ACI 304.
3.5.1. Preparation of Equipment and Place of Deposit: Before placement of concrete, equipment used for
mixing and transporting concrete shall be thoroughly cleaned. All formwork shall be complete; snow, ice,
water and debris shall be removed from within forms. Expansion joints material, anchors and other
' embedded items shall be properly secured in position. Subgrades shall be sprinkled sufficiently to
eliminate water loss from the concrete. Concrete shall not be placed on frozen ground. All laitance and
other unsound material shall be removed from hardened concrete before additional concrete is placed.
03300-9 50130.00.HI 6/05

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3.5.2. Ready-Mixed Concrete shall be batched, mixed and transported in accordance with ASTM C94.
Plant equipment and facilities shall conform to the "Checklist for Certification of Ready Mixed Concrete
Production Facilities" of the National Ready-Mixed Concrete Association. Fl
3.5.3. Job-Mixed Concrete: For job-mixed concrete, mixer shall be rotated at a speed recommended by
the manufacturer. If mixer performance tests are not made, each batch of 1 cu. yd. or less shall be mixed
for at least 1 minute after all materials are in the mixer. Mixing time shall be increased 15 seconds for
each additional cubic yard or fraction thereof. Entire batch shall be discharged before the mixer is
recharged.
3.5.4. Conveying: Concrete shall be handled from the mixer to final deposit rapidly by methods that will
prevent segregation or loss of ingredients to maintain the required quality of concrete.
3.5.5. Depositing: Concrete shall be deposited continuously; when continuous placement is not possible,
construction joints shall be located as approved by the ENGINEER. Concrete shall be placed as nearly as
possible to its final position to avoid rehandling or flowing. A tremie, pump or chute shall be used where a
lift is between 5 and 12 feet. A pump shall be used where a lift is more than 12 feet.
3.5.5.1. Concrete shall be consolidated by vibration. Concrete shall be worked around reinforcement,
embedded items and into corners to eliminate all air or stone pockets and other causes of honeycombing,
pitting or planes of weakness. Internal vibrators shall be used on concrete 6 inches or more in thickness.
Form or surface vibration may be used on sidewalks or concrete less than 6 inches thick, instead of
internal vibration. Consolidation shall be done in accordance with the recommendations of ACI 309.
3.5.5.2. Internal vibrators shall be inserted and withdrawn approximately every 18 inches for 5 to 15
seconds. Vibrators shall have a minimum frequency of 8000 rpm, with amplitude to consolidate
effectively. Vibrators shall be operated by competent workmen. Use of vibrators to transport concrete will
not be allowed.
3.5,5.3. Flat chutes shall not be used. Chutes shall be deep with rounded bottoms and constructed of or
lined with metal.
3.5.5.4. Concrete shall not be dumped in piles and then spread horizontally. Concrete shall be placed in
uniform layers 1 to 1-1/2 feet thick and rodded or vibrated to consolidate the various layers.
3.5.5.5. Construction joints shall be limited to those shown on the plans, unless additional construction
joints are approved by the ENGINEER. Surface shall be roughened to remove the soft mortar and expose
the coarse aggregate. Prior to placing new concrete, hardened concrete shall be cleaned and dampened.
On horizontal joints, first layer of new concrete shall be 4 to 5 inches thick and shall be of the same mix as
the concrete in the wall, except that the coarse aggregate is omitted.
3.5.5.6. Waterstops shall be provided at all construction joints of liquid-retaining structures. Joints of steel
waterstops shall be butt welded; joints of non-metallic waterstops shall be made by gluing or vulcanizing.
3.6 Cold Weather Conditions
All concrete work during cold weather shall be done in accordance with ACI 306. Calcium chloride will not
be permitted as an accelerator.
3.6.1. Temperature of concrete delivered at the job site shall conform to the following:
Air Temperature Concrete Temperature
30 to 45 degrees F 55 to 80 degrees F
0 to 30 degrees F 60 to 80 degrees F
Below 0 degrees F 65 to 80 degrees F
03300-10 50130.00.HI 6/05
A

3.6.2. Water heated to above 100 degrees F shall be combined with the aggregates before cement is
added. Cement shall not be added to water to aggregates having a temperature greater than 100 degrees
F.
3.6.3. When the outdoor temperature is less than 40 degrees F, the temperature of the concrete shall be
maintained at not less than 50 degrees F for the required curing time. Arrangements shall be made
before placement to maintain the required temperature without injury from excessive heat. Where
combustion heaters are used, precautions shall be taken to prevent exposure of concrete and workmen to
exhaust gases containing carbon dioxide and carbon monoxide.
3.7 Hot Weather Conditions
All concrete work during hot weather shall be done in accordance with ACI 305.
3.7.1. Temperature of concrete delivered at the job site shall not exceed 90 degrees F. Ingredients shall
be cooled before mixing to prevent concrete temperature in excess of 90 degrees F.
3.7.2. Provisions shall be made for windbreaks, shading, fog spraying, sprinkling or wet cover when
necessary.
3.7.3. Concrete exposed or subject to rapid evaporation due to hot weather, drying winds and sunlight
may be protected by a set-retarding admixture, applied in accordance with the manufacturer's
recommendations.
3.8. Curing and Protection
Immediately following placement, concrete shall be protected from premature drying, hot and cold
temperatures, rain, flowing water and mechanical injury. Materials and methods of curing shall be
approved by the ENGINEER. Final curing shall continue for not less than 7 days.
3.8.1. Approved methods of curing include ponding, continuous sprinkling, fog spray, wet burlap or mats,
clean sand kept continuously wet, curing compound and waterproof sheet material.
3.8.2. If a waterproof sheet material is used for curing, it shall be placed over the wetted surface of fresh
concrete as soon as practicable without marring the surface. Each sheet shall be overlapped and firmly
secured in placed to insure moisture seal.
3.8.3 If a curing compound is used, two coats shall be applied at right angles to each other. The product
' shall meet the requirements for curing compounds in the materials and products section of these
specifications. The product shall be applied in accordance with the manufacturer's recommendations.
3.9. Removal of Forms
Forms shall be removed in such a manner as to insure complete safety of the structure and to prevent
damage to concrete. Unless specifically approved otherwise by the ENGINEER, form removal shall be as
specified below.
3.9.1. Wall and Column Forms: Formwork not supporting the weight of the concrete, such as wall and
column forms and side forms of beams and girders, shall remain in place a minimum of 12 hours.
3.9.1.1. On vertical surfaces of liquid-retaining structures, forms shall be left in place, or the surface
covered with burlap and the concrete kept wet, for at least seven days.
3.9.2. Bottom Forms for beams and girders shall not be disturbed for at least six days, and auxiliary
t supports shall be maintained until the concrete reaches its design strength.
03300-11 50130.00.HI 6105
1
3.9.3. Elevated Slab Forms shall not be disturbed for at least seven days, and slabs shall be adequately
supported for at least 28 days. Auxiliary slab supports, acceptable to the ENGINEER, may be provided to
support slabs at the center of the clear span.
3.10. CONCRETE FINISHES: All exposed concrete surfaces shall be true to the required lines and
contours, and shall be free from stone pockets or honeycomb.
3.10.1. Patching and Repair: All imperfect or honeycomb spots and tie holes shall be chipped out to firm
concrete and patched with cement grout immediately after form removal and before concrete is thoroughly
dry. Fins shall be removed and repaired as necessary. Patching and repair shall be done so that the
patched and repaired areas appear as a homogeneous part of the main concrete.
3.10.1.1. Edges of honeycomb spots shall be perpendicular to the surface or slightly undercut; no
featheredges will be permitted. Area to be patched, including adjacent surfaces extending at least 6
inches in all directions from the patched area, shall be dampened to prevent absorption of water from the
patching mortar. If patching is not done within seven days after form removal, an approved bonding
compound (as specified) shall be applied prior to patching. Defective areas shall not be patched until
permission is obtained from the ENGINEER in each specified case. Cement and sand shall be obtained
from the concrete supplier so as to match adjacent work.
3.10.2. Formed Concrete: Concrete which is not formed as shown on the plans, is out of level or.
alignment, or is defective in appearance, shall be corrected or replaced to the ENGINEER's satisfaction at
the CONTRACTOR's expense.
3.10.2.1. Concrete surfaces not exposed to view, surfaces more than 1 foot below finished grade and
interior surfaces of tanks and basins more than 1 foot below the water level need not be finished except
for correcting imperfect spots.
3.10.2.2. Unless otherwise noted, all exposed concrete surfaces, including exterior and interior of
buildings and exposed basin and tank walls, shall be given a trowel and float finish using a cement-base
waterproof coating material such as Thoroseal Plaster Mix or equal. The material shall be mixed and
applied in accordance with the manufacturer's instructions to provide a smooth uniform dense finish
without holes, voids, uneven surfaces or other defects. Work shall be done to the satisfaction of the
ENGINEER. Rubbing concrete with stones or similar abrasives will not be permitted.
3.10.2.3. Tops of walls and walk beams shall be screeded to a uniform surface and finished with a wood
float.
3.10.3. Flatwork: Surfaces shall be screeded to the elevations and profiles indicated before bleedwater
accumulates. Finishing shall not be started until all bleedwater has disappeared from the surface.
3.10.3.1. Float Finish: Bottoms of tanks and slabs not otherwise specified shall be power floated to a true
plane so that depressions between high spots will not exceed 5/16-inch under a 10-foot straightedge.
Surfaces shall be refloated immediately to a uniform texture. Hand float shall be used in areas
inaccessible to power floats.
3.10.3.2. Broom or Belt Finish: Exterior slabs shall be given a float finish as specified above. A broom or
burlap belt shall then be drawn at right angles to the long dimension to obtain a textured finish.
3.11. Walks
Concrete walks shall be provided where shown on the plans. Walks shall be 4 inches thick, unless
otherwise noted. Contraction joints shall be provided every 5 or 6 linear feet, cut to a depth of 1-inch with
03300-12 50130.00.4 6/05
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a
0
a
0
0
0
0
0
0
0
0
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0
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0
a small radius-jointing tool. Expansion joints shall be provided at 50-foot intervals and at crosswalks,
curbs and other structures, and shall be made with premolded bituminous joint filler. Walks shall be
brought to the proper grade and cross section with a float, and finished with a broom or brush at right
angles to the direction of traffic. All edges shall be tooled with a small radius-edging tool.
3.12. Additional Foundation Concrete
If required by foundation conditions, additional concrete shall be placed under footings of structures, as
directed by the ENGINEER. This additional concrete shall be Class C. The joint between the Class C
concrete and foundation concrete shall be coated with a bonding compound.
3.13. Grout
Cement-sand grout shall be pumped into existing pipes being abandoned in place shown on the plans.
Grout shall consist of 1 part Portland cement and 2%2 parts sand by weight. Sand shall be a maximum
diameter of 1/8-inch.
END OF SECTION
03300-13
50130.00. HI 6105
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
kii airy particuiar item is nor appiicame to finis project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information j
Name: City of Conover
Mailing Address: Post Office Box 549 `'
Conover NC 28613 ,,, :• ?, ire
Telephone Number: [phone] Fax Number:_ [phone]
E-mail Address: rick.beasley anci.conover.nc.us
2. Agent/Consultant 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: N/A
Company Affiliation:
Mailing Address:_
Telephone Number: Fax Number:
E-mail Address:
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size constriction
drawings rather than a sequential sheet version of the full-size plans. If frill-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: Oxford Area Sewer Project - Phase One
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): N/A
4. Location
County: Catawba Nearest Town: Conover
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.):__ From I-40, travel north on
Rock Barn Road (SR 1709) to the intersection of Lyle Creek
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately li sts t he coordinates for each crossing of a distinct waterbody.)
Decimal Degree s (6 digits minimum): Refer to attached plan drawings (scale: V=100')
and map.
1. Lat. 35' 44'31"'N Lon. 81 ° 09' 34"'W
2. Lat. 35° 44' 41" °N Lon. 81 ° 09' 34"'W
3. Lat. 35° 44' 49" ON Lon. 81° 09' 41" °W
4. Lat. 35 ° 44' 51 " ON Lon. 81 ° 09' 42" 'W
5. Lat. 35° 44' S9" °N Lon. 81° 09' 46" °W
6. Lat. 35° 45' 26" °N Lon. 81° 09' 53" °W
7. Lat. 35° 45' 27" ON Lon. 81° 09' 53" °W
8. Lat. 35° 45' 27" ON Lon. 81° 09' 56" °W
9. Lat. 35° 45' 27" ON Lon. 81° 09' 57" °W
6. Property size (acres):
7. Name of nearest receiving body of water: Lyle Creek
Page 6 of 13
S. River Basin: Catawba
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.err.st ite.iic.us/adniin/niuipsl.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Rural Residential
10. Describe the overall project in detail, including the type of equipment to be used: The
construction of 6,636 LF of 12-inch sanitary sewer and 1,905 LF of 8-inch sanitary sewer.
To be constructed with backhoe/excavator.
11. Explain the purpose of the proposed work: To provide sewer service to the new Catawba
Valley Assisted Living Center and future residential growth in the drainage basin
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. N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
This construction is the first phase of three phases related to this project The future phases
will consist of 8-inch gravity sewer lines serving the upper reaches of the drainage basin At this
time it is unknown as to when the construction of the future phases will occur.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should 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.
Page 7 of 13
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.
1. Provide a written description of the proposed impacts: The project will include an aerial
creek crossing of Lyle Creek only disturbin.; the creek banks It will also include eight other
submerged creek crossings of unnamed tributaries to We Creek and Mill Creek
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list imnacts due to hnth stntctnre anti flnmlino
Wetland Impact

Site Number
(indicate on map)

Type of Impact Type of Wetland

(e.g., forested, marsh,
herbaceous, bog, etc.) Located within

1
00-year r
Flo(odplaodplai Distance to
Nearest

Stream
(linear feet) Area of
Impact

(acres)
N/A

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property: N/A
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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- To calculate acreage mnltinly It-noth X xvidtl, Ilion t,., Al <i-n
Stream Impact
Number
(indicate on
ma)

Stream Name
Type of
Impact
Perennial or
Intermittent? ---- -----
Average Stream
Width Before Impact - - Impact J
Length
(linear
feet) .V ,?.,v.
Area of
Impact (acres)
*1 Lyle Creek Aerial Perennial 60 **40 0.06
2 UT of Lyle Crk. Submerged Perennial 15 **40 0.01
3 UT of Lyle Crk. Submerged Perennial 14 **40 0.01
4 UT of Lyle Crk. Submerged . Perennial. 10 **40 0.01
5 UT of Lyle Crk. Submerged Perennial 13 **40 0.01
6 Mill Creek Submerged Perennial 40 **40 0.04
7 UT of Lyle Crk. Submerged Perennial 18 **40 0.02
8 UT of Lyle Crk. Submerged Perennial 11 **40 0.01
9 UT of Lyle Crk. Submerged Perennial 8 **40 0.01
Total Stream Impact (by length and acreage) 360 temp./
90 perm. 0.18
*Creek crossing 1 is an aerial crossing and there will be minimal impact to the stream bed.
**The stream impact lengths shown are temporary. There will be 10 linear feet of permanent impacts at
each stream crossing.
Page 8 of 13
Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage bulkheads etc.
Open Water Impact
Site Number
indicate on ma Name of Waterbody
(if applicable)
Type of Impact Type of Waterbody
(lake, pond, estuary, sound, bay,

ocean, etc.) Area of
Impact

(acres)
N/A

"Total Open Water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resultint, from the nroiect-
Stream Impact (acres): 0.08
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0
Total Stream Impact (linear feet): 75
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USAGE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ' ? uplands ? stream ? wetlands
Describe the method of construction (e.g., 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.): N/A
Current land use in the vicinity of the pond: N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
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
Page 9 of 13
techniques to be followed during construction to reduce impacts. The sewer line route chosen is
the shortest and most direct route to connect to the existing sewer mains Stream impacts during
constriction will be minimized to the fullest extent possible with sediment and erosion control
devices. Except for the aerial crossing the sewer line shall be installed under the stream beds
and the stream beds and banks shall be stabilized and restored to on final grades following, sewer
line installation.
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 January 15, 2002, 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 NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
littp://li2o.enr.state.me.us/ncwctlands/strnigide.litml.
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 constriction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
Page 10 of 13
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check tile NCEEP
website at htti)://h2o.enr.state.nc.tis/wm/indcx.litni. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ® No ?
2. 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
3. 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 (required by DWQ)
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.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ? No
Page 1 I of 13
2. If "yes", 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* Impact Required
(square feet) Multiplier
Mitiuation
1 3 (2 for Catawba)
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 213.0242 or.0244, or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. N/A
XII. Sewage Disposal (required by DWQ)
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.
N/A
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 21-1.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our wcbsite at
littp://h2 o.enr.state.ne.us/ncwedands. If no, please provide a short narrative description: N/A
Page 12 of 13
XV. 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).

Applicant/A
(Agent's signature is
's Signature Date
i only if an authorization letter from the applicant is provided.)
Page 13 of 13
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TECHNICAL SPECIFICATIONS
Oxford Area Sewer Project
Phase I
for the
CITY OF CONOVER
WKD No. 50130.00.1-111
June 2005
prepared for
City of Conover
Post Office Box 549
Conover, North Carolina 28613
Plans & Specifications
Prepared by
W. K. Dickson & Co., Inc.
231 16th Avenue, N.E.
Hickory, North Carolina
[phone]
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' City of Conover
Oxford Sewer
WKD# 50130.00.H1
' TABLE OF CONTENTS
Advertisement for Bids .................................................................... AB-1 to AB-1
Instructions to Bidders .................................................................... IB-1 to IB-9
Bid .................................................................................................. B-1 to B-5
t Bid Bond ......................................................................................... BB-1 to BB-1
Agreement ...................................................................................... C-1 to C-2
Payment Bond ................................................................................ PB-1 to PB-2
' Performance Bond .......................................................................... PB-1 to PB-2
Notice of Award .............................................................................. NA-1 to NA-1
Notice to Proceed ........................................................................... NP-1 to NP-1
Certificate of Owner's Attorney ....................................................... CA-1 to CA-1
Material Inventory Statement .......................................................... CF-1 to CF-1
' State & County Sales/Use Tax Statement ......................................
N. C. Tax Statement & Certification ................................................ CF-2 to CF-2
CF-3 to CF-3
Contractors Affidavit Related to
' Liens and Claims .........................................................................
G
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00700
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00700
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enera
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o
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TECHNICAL SPECIFICATIONS
Section Description .................................................................. Page Number
01015
01021 Project Requirements .......................................................
Construction Contingency Allowance ................................ . 01015-1 to 01015-4
01021-1 to 01021-1
01090 Reference Standards ....................................................... 01090-1 to 01090-1
01150
01151 Payment .................................. ..
Method of Measurement................... ..... .......... . ........ 01150-1 to 01150-1
01151-1 to 01151-1
01400 Quality Control ..................................................... .......... 01400-1 to 01400-2
' 02110
02222 Clearing and Grubbing .............................................................
Excavating, Backfilling & Compacting for Utilities .................... 02110-1 to 02110-2
02222-1 to 02222-6
02270 Erosion and Sediment Control ................................................. 02270-1 to 02270-2
02271
02274 Engineering Fabric ...................................................................
Plain Rip Rap ........................................................................... 02271-1 to 02271-3
02274-1 to 02274-1
02275 Stone for Erosion Control ......................................................... 02275-1 to 02275-1
02277 Temporary Silt Fence ............................................................... 02277-1 to 02277-2
02575 Paving Repair & Resurfacing ................................................... 02575-1 to 02575-3
02601 Manholes, Drop Connections & Conflict Manholes .................. 02601-1 to 02601-3

1 98486/11-99
02730 Force Mains and Gravity Sewer ...............................................02730-1 to 02730-10
02933 Seeding and Mulching .............................................................02933-1 to 02933-5
03300 Cast-in-Place Concrete ............................................................03300-1 to 03300-13
98486/11-99

' SECTION 01015
PROJECT REQUIREMENTS
1. GENERAL
1.1 Notice of Commencement of Work
CONTRACTOR shall notify OWNER at least 48 hours prior to beginning of the Work.
1 1.2 Responsibility for Materials and Equipment
1.2.1 Items Furnished by CONTRACTOR
CONTRACTOR shall be fully responsible for all materials and equipment which he has furnished.
All items shall be unloaded promptly after arrival. All charges for demurrage due to negligence or
delay by CONTRACTOR shall be paid by CONTRACTOR. Materials shall be handled by
methods which will prevent damage.
Materials shall be protected from exposure to the elements. All material shall be stored in
accordance with the General Equipment Stipulations.
1.3 Preparation for Shipment
' All materials shall be suitably packaged to facilitate handling and protect against damage during
transit and storage. Painted surfaces shall be protected against impact, abrasion, discoloration,
and other damage. All painted surfaces which are damaged prior to acceptance of equipment
' shall be repainted to the satisfaction of ENGINEER.
Each item, package, or bundle of material shall be tagged or marked as identified. in the delivery
schedule or on the Shop Drawings. Complete packing lists and bills of material shall be included
' with each shipment.
1.4 Land For Construction Purposes
Any additional area required by CONTRACTOR shall be obtained from property owners by and at
the expense of the CONTRACTOR. The OWNER shall not be liable for any damages caused by
the CONTRACTOR to such premises. Yard areas shall be kept neat and clean.
The CONTRACTOR shall hold and save the OWNER free and harmless from liability of any
nature or kind arising from any use, trespass, or damage occasioned by his operation on
premises or third persons.
CONTRACTOR shall immediately move stored materials or equipment if any occasion arises, as
determined by OWNER, requiring access to the storage area. Material or equipment shall not be
placed on the property of OWNER until OWNER has agreed to the location to be used for
' storage.
1.5 Easements and Rights-of-Way
The easements and rights-of-way for the pipelines will be provided by OWNER. CONTRACTOR
' shall confine his construction operations within the limits indicated on the Drawings.
CONTRACTOR shall use due care in placing construction tools, equipment, excavated materials,
and pipeline materials and supplies in order to avoid damage to property and interference with
traffic.
1.5.1 On Private Property
' Easements across private property are indicated on the Drawings. CONTRACTOR shall set
stakes to mark the boundaries of construction easements across private property.
1 01015-1 50130.00 H1 6105
L
CONTRACTOR shall furnish, without charge, competent persons from his force and such tools,
stakes, and other materials as OWNER may require in staking out the boundaries of construction
easements. CONTRACTOR will not be required to provide an instrument person. The stakes
shall be protected and maintained until completion of construction and cleanup.
CONTRACTOR shall not enter any private property outside the designated construction
easement boundaries without written permission from the owner of the property.
1.5.2 Work Within Highway and Railroad Rights-of-Way.
Permits shall be obtained by OWNER. All Work performed and all operations of CONTRACTOR,
his employees, or Subcontractors, within the limits of railroad and highway rights-of-way, shall be
in conformity with the requirements and be under the control (through OWNER) of the railroad or
highway authority owning, or having jurisdiction over and control of, the right-of-way in each case.
All work within the Highway and Railroad Rights-of-Way shall conform to the requirements of
those sections of the specifications. The CONTRACTOR shall provide all bonds and insurance
required by the governing agency.
1.6 Notices to OWNERs and Authorities
CONTRACTOR shall, as provided in General Conditions, notify OWNERs of adjacent property
and utilities when prosecution of the Work may affect them.
When it is necessary to temporarily deny access to property, or when any utility service
connection must be interrupted, CONTRACTOR shall give notices sufficiently in advance to
enable the affected persons to provide for their needs. Notices will conform to any applicable
local ordinance and, whether delivered orally or in writing, will include appropriate information
concerning the interruption and instructions on how to limit inconvenience caused thereby.
Utilities and other concerned agencies shall be contacted at least 24 hours prior to cutting or
closing streets or other traffic areas or excavating near underground utilities or pole lines.
1.7 Lines and Grades
All Work shall be done to the lines, grades, and elevations indicated on the Drawings.
Basic horizontal and vertical control points will be established or designated by OWNER and are
shown on the Drawings. These points shall be used as datums for the Work. All additional
survey, layout, and measurement Work shall be performed by CONTRACTOR as a part of the
Work.
CONTRACTOR shall provide an experienced instrument person, competent assistants, and such
instruments, tools, stakes, and other materials required to complete the survey, layout, and
measurement Work. In addition, CONTRACTOR shall furnish, without charge, competent
persons from his force and such tools, stakes, and other materials as OWNER may require in
establishing or designating control points, in establishing or designating control points, in
establishing construction easement boundaries, or in checking survey, layout, and measurement
Work performed by CONTRACTOR.
CONTRACTOR shall keep OWNER informed, a reasonable time in advance, of the times and
places at which he wishes to do Work, so that horizontal and vertical control points may be
established and any checking deemed necessary by ENGINEER may be done with minimum
inconvenience to ENGINEER and minimum delay to CONTRACTOR.
CONTRACTOR shall remove and reconstruct Work which is improperly located.
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01015-2 50130.00 H16/0 5
1.8 Connections to Existing Facilities
Unless otherwise specified or indicated, CONTRACTOR shall make all necessary connections to
existing facilities, including structures, drain lines, and utilities such as water, sewer, gas,
telephone, and electric. In each case, CONTRACTOR shall receive permission from OWNER or
the owning utility prior to undertaking connections. CONTRACTOR shall protect facilities against
deleterious substances and damage.
Connections to existing facilities which are in service shall be thoroughly planned in advance, and
all required equipment, material, and labor shall be on hand at the time of undertaking the
connections. Work shall proceed continuously (around the clock) if necessary to complete
connections in the minimum time. Operation of valves and other appurtances on existing utilities,
when required, shall be by or under the direct supervision of the owning utility.
1.9 Unfavorable Construction Conditions
During unfavorable weather, wet ground, or other unsuitable construction conditions,
CONTRACTOR shall confine his operations to Work which will not be affected adversely by such
conditions. No portion of the Work shall be constructed under conditions which would affect
adversely the quality or efficiency thereof, unless special means or precautions are taken by
CONTRACTOR to perform the Work in a proper and satisfactory manner.
1.10 Cutting and Patching
As provided in General Conditions, CONTRACTOR shall perform all cutting and patching
required for the Work and as may be necessary in connection with uncovering Work for
inspection or for the correction of defective Work.
CONTRACTOR shall perform all cutting and patching required for and in connection with the
Work, including but not limited to the following:
• Removal of improperly timed Work
• Removal of samples of installed materials for testing
• Alteration of existing facilities
• Installation of new Work in existing facilities
CONTRACTOR shall provide all shoring, bracing, supports, and protective devices necessary to
safeguard all Work and existing facilities during cutting and patching operations. CONTRACTOR
shall not undertake any cutting or demolition which may affect the structural stability of the Work
or existing facilities without OWNER's concurrence.
' Materials shall be cut and removed to the extent indicated on the Drawings or as required to
complete the Work. Materials shall be removed in a careful manner, with no damage to adjacent
facilities or materials. Materials which are not salvable shall be removed from the site by
CONTRACTOR.
All Work and existing facilities affected by cutting operations shall be restored with new materials,
' or with salvaged materials acceptable to ENGINEER, to obtain a finished installation with the
strength, appearance, and functional capacity required. If necessary, entire surfaces shall be
patched and refinished.
' At any time when CONTRACTORs will be crossing city streets with heavy equipment or open
cutting said streets, it will be necessary to get a permit from the OWNER for such action.
CONTRACTORs with equipment entering OWNER or Department of Transportation maintained
streets shall not spill debris or deposit mud, dirt, etc., on these streets without immediate cleanup.
After two warnings, cleanup may be done by OWNER forces and backed charged to the
offending CONTRACTOR.
I1 01015-3 50130 00 H1 6105

1.11 Cleaning Up O
CONTRACTOR shall keep the premises free at all times from accumulations of waste materials
and rubbish. CONTRACTOR shall provide adequate trash receptacles about the site and shall
promptly empty the containers when filled.
Volatile wastes shall be properly stored in covered metal containers and removed daily
Wastes shall not be buried or burned on the site or disposed of into storm drains, sanitary
sewers, streams, or waterways. All wastes shall be removed from the site and disposed of in a
manner complying with local ordinances and antipollution laws.
Adequate cleanup will be a condition for recommendation of progress payment applications.
CONTRACTOR shall keep streets and roadways clean and accessible at all times. Street and
roadway cleaning shall be required by and to the satisfaction of the authority having jurisdiction
over the street or roadway.
1.12 Applicable Codes
References in the Contract Documents to local codes mean the following:
1993 North Carolina Building Code
North Carolina Occupational Safety and Health Standards for General Industry (1910)
North Carolina Department of Transportation
Other standard codes which apply to the Work are designated in the Specifications
1.13 NSF Certification
The following materials which come in contact with the treated water shall have certification to
ANSI/NSF 60 or 61.
Joining and sealing materials, such as solvents, cements, welding materials, and
gaskets.
Pipe and fittings.
Coatings, linings, and paints.
1.14 Progress Meetings
CONTRACTOR shall schedule and hold regular progress meetings at least monthly and at other
times as requested by OWNER or required by progress of the Work. CONTRACTOR and all
subcontractors active on the site shall be represented at each meeting. CONTRACTOR may at
his discretion request attendance by representatives of his suppliers, manufacturers, and other
subcontractors.
CONTRACTOR shall preside at the meetings. Meeting minutes will be prepared and distributed
by CONTRACTOR. The purpose of the meetings will be to review the progress of the Work,
maintain coordination of efforts, discuss changes in scheduling, and resolve other problems
which may develop.
1.15 Existing Utilities
CONTRACTOR shall be responsible for locating all existing utilities prior to an excavation.
CONTRACTOR shall pay all costs for temporarily and permanently relocating all overhead and
underground utilities. CONTRACTOR shall coordinate with the utility OWNER all other work near
other utilities at least 1 week in advance of being near the other utility.
END OF SECTION

01015-4 50130.00.Hi 6/05
SECTION 01021
CONTINGENCY ALLOWANCE
1. GENERAL
The Contingency Allowance shall be used at the sole discretion of the OWNER, and may not be draw
upon without written approval of the OWNER. This allowance is meant to cover small changes to the
work that may occur from time to time during the construction period. The use of this allowance will be in
lieu of a formal change order and formal council approval.
Prior to final payment, an appropriate Change Order will be issued to reflect actual amounts due the
CONTRACTOR on account of work authorized under the allowance, and the Contract Price shall be
properly adjusted.
General Construction Contingency Allowance: Include in Base Bid, a Contingency Allowance of '
for use upon the OWNER's written instructions.
END OF SECTION
01021-1 50130.00 H1 6/05

11

SECTION 01090
REFERENCE STANDARDS
1. GENERAL
1.1 Description
Throughout these specifications, references are made to specifications and standards issued by
nationally recognized professional and/or trade organizations.
1.1.1 These referenced standards are generally identified by abbreviating the names of the specific
organization followed by the specification/standard number.
1.1.2 Unless specifically indicated otherwise, all references to such standards refer to the latest edition
available at the time of the bidding of this project.
1.2 Abbreviations
Wherever the following abbreviations are used in these specifications and other project documents, they
are to be construed as the same as the respective expressions represented:
AASHTO American Association of State Highway and Transportation Officials
ACI American Concrete Institute
AISC American Institute of Steel Construction
AISI American Iron and Steel institute
ANSI American National Standards Institute, Inc.
ASTM American Society of Testing Materials
AWWA American Water Works Association
AWS American Welding Society
FSS Federal Specifications and Standards General Service Administrations
ACE US Army Corps of Engineers
NAVFAC Naval Facilities Command
NFPA National Fire Protection Association
NSF National Sanitation Foundation
SSPC Steel Structures Painting Council
UL Underwriters Laboratory
END OF SECTION
01090-1
50130.00. H 16,'05

SECTION 01150
PAYMENT
1. GENERAL
1.1 Scope
This section covers methods of payment for items of Work under this contract.
1.2. Related Work
' The general provisions of the Contract, including the General Conditions and Division 1
Specifications sections apply to work of this section.
1.3. General
The total Bid Price for each part of the Project shall cover all Work required by the Contract
Documents. All costs in connection with the proper and successful completion of the Work,
including furnishing all materials, equipment, supplies, and appurtenances; providing all
construction plant, equipment and tools, and performing all necessary labor and supervision to
fully complete the Work shall be included in the unit and lump sum prices bid. All work not
specifically set forth as a pay item in the Bid Form shall be considered a subsidiary obligation of
the CONTRACTOR and all costs in connection therewith shall be included in the prices bid
1.4 Lump Sum Work
' The Work under this contract shall be bid for the lump sum item as indicated in the Bid Schedule
and paid for as an approved percentage of completion based on the approved schedule of
values. Payment for mobilization and unit prices shall be in accordance with the Bid Schedule
' based on the same requirements as set forth under the Contract. The Work shall include all
items as shown on the plans and as described in specifications complete in place and ready for
use. Work not specifically stated as a pay item in the Bid Schedule shall be considered a
subsidiary obligation and all costs associated therewith shall be included in appropriate bid items.
END OF SECTION

01150-1 50130.00.H1 6/05

SECTION 01151
METHOD OF MEASUREMENT
e 1. GENERAL
1.1 Scope
This section covers methods of measurement for payment for items of Work under this contract.
1.2 General
The total Bid Price shall cover all Work required by the Contract Documents. All costs in
connection with the proper and successful completion of the Work, including furnishing all
materials, equipment, supplies, and appurtenances; providing all construction equipment, and
tools; and performing all necessary labor and supervision to fully complete the Work shall be
included in the prices presented in the bid for each item shown. All Work not specifically set forth
1 as a pay item in the Bid Form shall be considered a subsidiary obligation of the CONTRACTOR
and all costs in connection therewith shall be included in the prices bid.
' 1.3 Excavations and Trenching
Except where otherwise specified, the unit or lump sum price bid for each item of Work that
involves excavation or trenching shall include all costs for such Work. No direct payment shall be
made for excavation or trenching.
1.4 Rock Excavation
All excavation and trenching shall be unclassified as to materials that may. be encountered. The
1 price bid for each item that involves excavation or trenching shall include all costs for such Work.
2. ITEM DESCRIPTION
2.1 Bid Item #1.
' 2.2 Bid Item #2.
e END OF SECTION

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01151-1 50130.00. HI -6-05

' SECTION 01400
QUALITY CONTROL
1. TESTING SERVICES
All tests to determine compliance with the Contract Documents shall be performed by an
independent commercial testing firm acceptable to the OWNER. The testing firm's laboratory
shall be staffed with experienced technicians, properly equipped and fully qualified to perform the
' tests in accordance with the specified standards.
Testing services provided by OWNER are for the sole benefit of OWNER; however, test results
shall be available to CONTRACTOR. Testing necessary to satisfy CONTRACTOR's internal
quality control procedures shall be the sole responsibility of the CONTRACTOR.
1.1 Testing Services Furnished by CONTRACTOR
' Unless otherwise specified, CONTRACTOR shall provide all testing services in connection with
the following:
• Concrete materials and mix designs
• Asphaltic concrete materials and mix designs
• Embedment, fill, and backfill materials
• All other tests and engineering data required for OWNER's review of materials and
1 equipment proposed to be used in the Work
CONTRACTOR shall obtain OWNER's acceptance of the testing firm before having services
performed, and shall pay all costs for these testing services.
1.2 Testing Services Furnished by OWNER
Unless otherwise specified, OWNER shall provide for tests made on the following materials and
' equipment:
• Concrete
• Asphaltic concrete
' • Moisture-density and relative density tests and embedment, fill, and backfill materials
• In-place field density tests on embedments, fills, and backfill
• Other materials and equipment at the discretion of OWNER
'
Testing, including sampling, will be performed by OWNER or the testing firm
s laboratory
personnel, in the general manner indicated in the Specifications. OWNER shall determine the
exact time, location, and number of tests, including samples.
Arrangements for delivery of samples and test specimens to the testing firm's laboratory will be
made by OWNER. The testing firm's laboratory shall perform all laboratory tests within a
reasonable time consistent with the specified standards and shall furnish a written report of each
test.
' CONTRACTOR shall furnish all sample materials and cooperate in the testing activities, including
sampling. CONTRACTOR shall interrupt the Work when necessary to allow testing, including
sampling, to be performed. CONTRACTOR shall have no claim for an increase in Contract Price
1 or Contract Times due to such interruption. When testing activities, including sampling, are
preformed, in the field by OWNER or the testing firm's laboratory personnel, CONTRACTOR shall
furnish personnel and facilities to assist in the activities.

1 01400-1 50130 00.HI 6/05
If initial tests performed by OWNER fail to meet the requirements of the specifications,
CONTRACTOR shall reimburse OWNER for all costs associated with retesting.
CONTRACTOR shall reimburse OWNER for all testing services which are not properly
scheduled.
1.3 Transmittal of Test Reports
Written reports of tests and engineering data furnished by CONTRACTOR for OWNER's review
of materials and equipment proposed to be used in the Work shall be submitted as specified for
Shop Drawings.
END OF SECTION
01400-2 50130.00.HI 6/05

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SECTION 02110
CLEARING AND GRUBBING
DESCRIPTION

t
1.1 The clearing work covered by this section consists of cutting, removing and properly disposing of
vegetation and debris. Trees specifically identified on the plans to be preserved shall be adequately
delineated and flagged by the CONTRACTOR, such that the balance of the work may be performed in a
safe and harmless manner in the vicinity of preserved trees. Such tree preservation will be considered
part of the work and shall be in conformance with applicable local codes and regulations. Clearing and
grubbing shall be performed in areas as called for on the plans, the limits of which shall coincide with the
construction limits and in general shall extend five (5) feet beyond top of cut and toe of fill, not to exceed
the limits of the OWNER's property.
1.2 Related Work
Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2.1 Reference the following specifications for related work:
02210 Unclassified Excavation and Grading
1.2.2 Clearing and grubbing activities shall conform to Section 200 of the "Standard Specifications for
' Roads and Structures" Division 2 dated January, 2002, published by the North Carolina Department of
Transportation, except that grubbing shall be performed on all cleared excavation and embankment areas
and shall include the complete removal of all stumps, roots and embedded debris.
' 1.3 The grubbing work covered by this section consists of removing and properly disposing of all
surface vegetation and debris. Where the material being removed is high in organic matter content, such
as root mat and other vegetative matter, it shall be considered vegetation and removed as part of the work
' of grubbing. Where material being removed consists predominantly of soils, such removal will be
considered part of the work covered by Section 02210 of these specifications, entitled Unclassified
Excavation and Grading.
1.4 The work of clearing and grubbing shall also include the removal and satisfactory disposal of
crops, weeds and other annual growth, fences, steps, walls, chimneys, column footings, other footings,
foundation slabs, basements, other foundation components, signs, junked vehicles, and other rubble and
debris, and the filling of holes and depressions. This work shall also be performed in all non-wooded
areas within the construction limits, shown on the project plans upon which seeding and mulching,
sprigging or sodding is to be performed.

As a part of the work of clearing and grubbing, the CONTRACTOR will be required to cut off and plug at
the right of way or construction limits, as directed by the ENGINEER, any private water or sewer line
intercepted during the construction of the project, as well as cut off and remove from the construction area
any septic tank or portion thereof during the construction of the project.
1.5 Clearing and grubbing operations shall be completed sufficiently in advance of grading operations
as may be necessary to prevent any of the debris from the clearing and grubbing operations from
interfering with the excavation or embankment operations.
1.6 The CONTRACTOR shall obtain, at his own expense, all necessary permits pertaining to clearing
and grubbing work not already secured by the ENGINEER. The CONTRACTOR shall then provide a copy
of any and all required permits to the ENGINEER.
02110-1 50130.00.HI 6/05

I
2. MATERIALS
Topsoil shall be considered to mean original surface soil, typical of the area, which is capable of
supporting native plant growth, and shall be free of large stones, roots, brush, waste construction debris
and other undesirable material.
INSTALLATION
3.1 Clearing and grubbing shall be performed in areas as called for on the plans, the limits of which
shall coincide with the construction limits and in general shall extend 5 feet beyond top of cut or toe of fill,
not to exceed the limits of the OWNER's property. Clearing and grubbing activities shall conform to
Section 200 of the "Standard Specifications for Roads and Structures" dated January, 2002, published by
the North Carolina Department of Transportation, except that grubbing shall be performed on all cleared
excavation and embankment areas and shall include the complete removal of all stumps, roots and
embedded debris.
3.2 The CONTRACTOR shall perform all clearing and grubbing operations before construction
operations begin.
3.2.1 Where adjacent areas within the site but outside the limits of construction are disturbed as a result
of clearing and grubbing activities, the CONTRACTOR shall remove all debris and restore to the original
grades and equal or better condition.
3.2.2 The CONTRACTOR shall exercise caution to protect and maintain all existing utilities and
underground works which are to remain. Any existing utilities or underground works which are to remain
that are disturbed during construction shall be repaired or replaced at the CONTRACTOR's expense.
3.2.3 The CONTRACTOR must comply with all local, state and federal laws, ordinances and
regulations in the removal and disposal of clearing and grubbing of all vegetation, timber, waste and all
surface debris that must be hauled from the Project Site. No burning of materials will be allowed on site.
The CONTRACTOR shall properly dispose of all cleared materials at his expense, in conformance with all
applicable local and state laws and ordinances with the exception of any materials to be reused or
recycled as directed elsewhere in this contract.
3.3 Stripping and Storage of Topsoil
All topsoil suitable for reuse, in the opinion of the ENGINEER, shall be stripped to its full depth, all topsoil
to be moved shall be free of large stone, roots, brush, waste construction materials and other undesirable
matter.
3.3.1 Topsoil stripping shall be accomplished from all topsoiled areas to be disturbed.
3.3.2 Existing lawn sods may be left to decompose with the topsoil. Heavier stands of weeds and
grasses shall be removed as directed by the ENGINEER prior to the stripping operations.
3.3.3 The topsoil shall be kept separate from other excavated materials and stored in stockpiles, the
location of which shall be as directed by the ENGINEER. Topsoil shall be stockpiled so that it shall not be
subject to abnormal erosion and loss, and so that it does not impede the flow of drainage runoff. The
directed locations of topsoil stockpiles will, when construction sequence permits, be located in areas that
have previously been graded to design rough grade.
3.3.4 Any excess topsoil shall be hauled off the OWNER's property by the CONTRACTOR at his
expense.
END OF SECTION
02110-2 50130.00.HI 6/05
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SECTION 02222
EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, material, equipment, and supplies, and shall perform all
earthwork including excavation and backfill, pavement removal, sheathing, bracing, shoring, pumping or
bailing, dewatering, restoration and cleanup, all as indicated, specified and/or necessary to complete the
work.
1.1 Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2 Related Work
Reference the following specifications for related work:
02270 Erosion and Sediment Control
02575 Pavement Repair and Resurfacing
02933 Seeding and Mulching
03300 Cast-in-Place Concrete
D-2487 ASTM Uniform Soil Classification System, 1991 (US Army Corp of Engineers Standard
as revised by the US ACE and the Bureau of Reclamation in 1952)
D-698 ASTM Compaction Testing
P-1926 OSHA Regulations
1.2.1. Any reference to NCDOT standard specifications was obtained from the "Standard Specifications
for Roads and Structures" dated January, 2002, published by the North Carolina Department of
Transportation.
MATFRIAI R

2.1 Fill Material shall be classified as ML-low plasticity silt or better by the
System and tabulated below:
Unified Class Description
Class I
Class II GM
GP
SW
SP
Class III GM
GC
SM
SC
Class IV ML
Fill material shall exhibit a plasticity index of less than
optimum moisture greater than 90 pounds per cubic foot.
Unified Class
Class IV CL
MH
CH
Class V OL
OH
PT
2.2 Washed Stone
02222-1
Unified Soil Classification

1/4" - 1-1/2" well graded stone including coral,
slag, cinders, crushed stone and crushed shells
Coarse gravel well graded
Coarse gravel poorly graded
Coarse sands well graded
Coarse sands poorly graded
Silty-sandy gravel
Clayey-sandy gravel
Silty-sands
Clayey-sands
Inorganic silts and fine sands
20 and Standard Proctor maximum density of
The following materials are unacceptable
Description
Inorganic clays - low plasticity
Inorganic elastic silts
Inorganic clays - high plasticity
Organic silts
Organic clays
Highly organic soil
50130.00, H 1 6/05

Stone material where indicated shall be crushed stone
conform to standard size No. 57 per NCDOT Section 1000:
1 ''/s" 100%
1" 95-100%
'/2" 25-60%
#4 0-10%
#8 0-5%
2.3 Class C Concrete
Minimum 28-day compressive strength of 2000 psi.
CONSTRUCTION
3.1 Existing Facilities
or gravel of strong, durable nature and shall
3.1.1 Existing Utilities Shown on the Drawings
It shall be the CONTRACTOR's responsibility to conduct the work in such a manner as to avoid damage
to or interference with any utilities services shown on the drawings. If such damage, interference, or
interruption of service shall occur as a result of his work, then it shall be the CONTRACTOR's
responsibility to promptly notify the ENGINEER of the occurrence and to repair or correct it immediately, at
his own expense, and to the satisfaction of the ENGINEER and the OWNER of the Utility.
3.1.2 Existing Utilities Not Shown on the Drawings
It shall be the CONTRACTOR's responsibility to exercise all reasonable precaution in the performance of
the work to avoid damage to or interference with any utilities services, even though not shown on the
drawings. If such damage, interference, or interruption of service shall occur as the result of this work,
then the CONTRACTOR's responsibility will be the same as stipulated in Paragraph 3.1.1 above.
3.2 Excavation and Backfill - General Requirements
3.2.1 Pavement, gutters, sidewalks, aprons and curbs which will be disturbed by excavation shall be
removed and disposed of as a part of ordinary excavation. That which is to be removed shall be cut or
sawn along clean straight lines from that which is to remain. Remove enough such that a minimum of
twelve inches of undisturbed earth remain between the excavation and that which is to remain.
3.2.2 Where required, and as approved by the ENGINEER, sheeting and bracing shall be used to
prevent injury to persons, caving of trench walls and to conform with all governing laws and ordinances.
Sheeting and bracing shall be left in place until the trench is refilled to a safe limit. The top portion may
then be removed, but the lower portion shall remain undisturbed.
3.2.3 It is the responsibility of the CONTRACTOR to provide an adequate dewatering system where
required. The system shall be capable of removing any water that accumulates in the excavation and
maintaining the excavation in a dry condition while construction is in progress. The surface of the ground
shall be sloped away from the excavation or piping provided to prevent surface water from entering the
excavation. Disposal of water resulting from the dewatering operation shall be done in a manner that
does not interfere with normal drainage, and does not cause damage to any portion of the work or
adjacent property. All drains, culverts, storm sewers and inlets subject to the dewatering operation shall
be kept clean and open for normal surface drainage. The dewatering system shall be maintained until
backfilling is completed or as otherwise directed by the ENGINEER. All damage resulting from the
dewatering operation shall be repaired by the CONTRACTOR to the satisfaction of the ENGINEER and at
no cost to the OWNER.
3.2 The CONTRACTOR shall erect, maintain, and safeguard temporary bridges, walkways, or
crossings where it is necessary to maintain traffic. Where trenches are open in the vicinity of pedestrian
or vehicular travel lanes, suitable carriers will be constructed and maintained and the work will be further
02222-2 50130,00.H1 6/05

protected from sunset to sunrise with a sufficient number of lights or flares to fully protect the public from
accidents on account of construction.
3.3 If the specified depth for foundations proves insufficient to reach firm ground, the ENGINEER
shall be notified and will furnish instructions for proceeding with the work.
3.4 Rock, wherever used as a name for excavation material, shall mean boulders exceeding one-half
cubic yard in volume or solid ledge rock, which in the opinion of the ENGINEER, requires for its removal
drilling and blasting, or wedging or sledging and barring. Where rock excavation is necessary, the
CONTRACTOR shall excavate.the same as near the neat lines of the trench as practicable and he shall
take all due precautions in the pursuance of the work. He will be held strictly responsible for all injury to
life and to public and private property.
3.4.1 Rock shall be removed from the excavation to the following limits:
• Trenches - The diameter of the pipe plus 8-inches on each side, extending six inches below the
pipe wall and bell.
• Structures - 12-inches beyond the vertical plane of the structure on all sides and on the bottom
only to the depth necessary for proper installation.
3.5 Blasting
Prior to commencing any blasting operations the CONTRACTOR shall notify the ENGINEER and either
the Local Fire Department - Fire Prevention Section or the County Fire Administrator (as applicable) and
obtain blasting permits as required. The CONTRACTOR must furnish proof (certification) of insurance
specifically covering any and all obligations assumed pursuant to the use of explosives.
All blasting operations shall be conducted in strict accordance with any and all decrees, rules, regulations,
ordinances, laws as may be imposed by any regulatory body and/or agency having jurisdiction over the
work relative to handling, transporting, use and storage of explosives. Blasting shall be done only by
competent and- experienced men whose activities shall be conducted in a workmanlike manner.
Satisfactory information must be provided to the ENGINEER, that the blaster meets or exceeds the
qualifications enumerated in OSHA Regulations Part 1926, Subpart U, Section 1926.901 - Blaster
Qualifications.
1 The CONTRACTOR shall protect all structures from the effects of the blast and repair any resulting
damage. If the CONTRACTOR repeatedly uses excessive blasting charges or blasts in an unsafe or
improper manner, the ENGINEER may direct the CONTRACTOR to employ an independent blasting
consultant to supervise the preparation for each blast and approve the quantity of each charge.
3.5.1 Overburden
Undisturbed overburden may be deemed adequate in lieu of matting but only after the actual depth of the
' undisturbed overburden has been determined and adjudged sufficient by the ENGINEER. Under no
circumstances will loose or fill overburden be adequate without the use of weighted mats.
3.5.2 Permission to Blast
The CONTRACTOR shall not be allowed to blast before 9 a.m. or after 3 p.m. without approval of the
ENGINEER and OWNER. Blasting will not occur within any rights-of-way maintained by any agency
(D.O.T., R.R., Gas, OWNER, etc.) without specific approval of the controlling agency and only in
' accordance with their respective requirements (as exceeded herein). The CONTRACTOR shall be held
responsible for any and all injury to persons or damage to public or private property.
1 11, The CONTRACTOR shall not use excavated rock as backfill material. Dispose of rock which is
surplus or not suitable for use as rip rap.
3.5.4 Monitoring
02222-3 50130 00,H1 6105
0
0
The CONTRACTOR shall notify the ENGINEER prior to any blasting. Additionally, the CONTRACTOR
shall notify the ENGINEER before any charge is set. Following review by the ENGINEER regarding the
proximity of permanent structures to the blasting site, the ENGINEER may direct the CONTRACTOR to
employ an independent, qualified specialty sub-contractor, approved by the ENGINEER, to monitor the
blasting by use of seismograph, identify the areas where light charges must be used, conduct pre-blast
and post-blast inspections of structures, including photographs or videos, and maintain a detailed written
log.
3.6. Structure Excavation and Backfill
3.6.1 Structure Excavation shall be made at the locations shown on the plans and to the exact
subgrade required. Bottom of excavations shall be level and in firm, solid material, with soft material or
voids treated as specified. Excavated areas shall be kept free of water during the construction period.
Where earth will stand, footing trenches may be cut to the exact size of the footings; otherwise, forms
shall be used. Where necessary, sides of excavations shall be shored and sheathed, or cofferdams built,
as required for protection of the work and personnel.
3.6.1.1 Wherever excavation for a foundation extends below the water table or where specifically
indicated on the plans, washed stone shall be placed to a minimum thickness of 12 inches, unless
otherwise shown, prior to placing the foundation. The washed stone shall be compacted to 90% of
maximum as determined by the Standard Proctor test (ASTM D698).
3.6.1.2 If the specified depth for foundations proves insufficient to reach firm ground, the ENGINEER ;
shall be notified for furnishing instructions and proceeding with the work. u
3.6.1.3 An adequate dewatering system shall be provided at all structure excavations and elsewhere as
directed by the ENGINEER. If a well-point system is used, the CONTRACTOR shall submit plans to the
ENGINEER for approval. The system shall be capable of removing any water that accumulates in the
excavation and maintaining the excavation in a dry condition while construction is in progress. The
surface of the ground shall be sloped away from the excavation or piping provided to prevent surface
water from entering the excavation. Disposal of water resulting from the dewatering operation shall be
done in a manner that does not interfere with normal drainage, and does not cause damage to any portion
of the work or adjacent property. All drains, culverts, storm sewers and inlets subject to the dewatering
operation shall be kept clean and open for normal surface drainage. The dewatering system shall be
maintained until backfilling is complete or as otherwise directed by the ENGINEER. All damage resulting
from the dewatering operation shall be repaired by the CONTRACTOR to the satisfaction of the
ENGINEER and at no cost to the OWNER. .?.
3.7. Structure Backfill shall be done with material free from large clods, frozen earth, organic material
or any foreign matter, and shall evenly and carefully be placed and tamped in horizontal layers.
Compaction equipment specifically designed for these purposes must be present and operational at the
job site and shall be utilized throughout to obtain uniform compaction. The degree of compaction and the
density shall be determined by the Standard Proctor Test (ASTM D698), with compaction requirements as
follows:
Percent of Maximum Density
at Optimum Moisture Location
98 Top 12" of fill pavement or surfacing
95 Full depth beneath all roads - paved or unpaved,
driveways, sidewalks and undercut backfill for structure
excavation
90 All other areas not defined above
3.7.1 No backfill shall be placed against a structural wall until all connecting structural members are in
place. It shall be the CONTRACTOR's responsibility to provide compaction to such a degree that
subsidence after placing shall not be detrimental to the stability or appearance of the structure, adjacent
02222-4 50130,00.H1 6/05
Ea
i
ground, or paved areas. The CONTRACTOR shall provide adequate protection to all structures during
backfilling and shall use every precaution to avoid damaging or defacing them in any way.
CONTRACTOR shall be responsible for the protection of all structures from damage or flotation prior to
backfill being placed.
3.7.2 Unless otherwise approved by the ENGINEER, liquid-retaining structures shall not be backfilled
until tested for leakage.
3.8. Unstable Subgrade
Should unstable soil, organic soil, or soil types classified as fine-grained soils (silts and clays) by ASTM
D-2487 be encountered in the bottom of pipe trenches or structure excavations, such soils shall be
removed to a depth and width determined by the ENGINEER, properly disposed of and shall be backfilled
with crushed stone conforming to the Department of Transportation Specifications, Size 57. Placement
shall not exceed 12-inches loose and compacted to 90% of the dry density determined by the Standard
Proctor Test ASTM D698 (Class C concrete may be substituted in place of #57 stone at the
CONTRACTOR's option. A 24-hour cure must be given before proceeding with the work).
3.9. Site Grading
' Site grading shall conform to the grades indicated by the finish contours on the plans. Where topsoil,
pavement, gravel or crushed stone surfacing and other items are shown, rough grade shall be finished to
such depth below finish grade as necessary to accommodate these items. All areas where structures are
to be built on fill shall be stripped to such depth as necessary to remove turf, roots, organic matter and
other objectionable materials.
3.9.1 Excavation shall be made to the exact elevations, slopes and limits shown on the plans. Material
excavated may be used as fill material as long as it meets the material requirements established herein.
Acceptable material must be stockpiled neatly onsite and clear of all unsuitable materials to be removed
from the site.
3.9.2 Fill shall incorporate only acceptable materials defined herein. It shall not contain organic
material, roots, debris or rock larger than 6 inches in diameter.
3.9.2.1 Where fill is to be placed, all existing vegetation, roots and other organic matter down to 12 inches
below grade shall be stripped and disposed of as directed.
3.9.2.2 After clearing existing vegetation, at the ENGINEER's discretion, the site may require proof rolling
to insure that all unstable material has been removed. Proof rolling shall be done in the ENGINEER's
presence, utilizing a loaded dumptruck or similar pneumatic-tired vehicle with a minimum loaded weight of
25 tons.

3.9.2.3 Fill shall be placed in successive compacted layers not to exceed 6 inches compacted thickness.
Each layer shall be spread evenly and compacted as specified below before the next layer is placed.
3.9.2.4 Rock shall not be incorporated in fill sections supporting pavement or structures.
3.9.2.5 Where natural slopes exceed 3:1, horizontal benches shall be cut to receive fill material. Slopes
of less than 3:1 and other areas shall be scarified prior to placing fill material.
3.9.2.6 Borrow material, as required, shall be provided by the CONTRACTOR at his own expense.
Borrow material on site may be utilized provided it complies with these specifications.
3.10. Compaction
Unless otherwise noted, each layer of fill and backfill and the top 12 inches of existing subgrade material
in cuts shall be compacted by approved equipment as specified below. The degree of compaction and
the density shall be determined by the Standard Proctor Test (ASTM D698).
02222-5 50130.00.H1 6/05

Percent of
Max. Dry Density at
Optimum Moisture Content
Top 12 inches of fill under
pavement or surface 98%
Fill under roads and structures 95%
Fill and backfill in other areas 90%
Material too dry for proper compaction shall be moistened by suitable watering devices, turned and
harrowed to distribute moisture, and then properly compacted. When material is too wet for proper
compaction, operations shall cease until such material has sufficiently dried.
3.11. Compaction Tests
The CONTRACTOR shall provide compaction tests by an independent testing agency selected by the
CONTRACTOR and approved by the ENGINEER. The compaction tests shall be taken at appropriate
locations and frequency to demonstrate that the backfill (or fill) has been placed to meet the minimum
compaction density required. The testing agency shall submit written test records to the ENGINEER for
all compaction tests performed. Minimum testing shall be one test per 500 CY of material placed at the
ENGINEER's option and one test per 10,000 square feet of fill placed for every foot of fill thickness.
In the event that the soil compaction is not in compliance with these specifications, then the.
CONTRACTOR shall take corrective action, at no cost to the OWNER; to compact the soils within the
limits of the specifications. The ENGINEER shall be notified within 24 hours of any failing compaction
tests. Any retesting of failed areas shall be performed only after corrective measures have been made by
the CONTRACTOR to bring the compacted soils into compliance. All retesting shall be performed with
the ENGINEER present.
3.12. Site Restoration
3.12.1 General
All surfaces disturbed by the CONTRACTOR in the work shall be restored to a condition equal to or better
than that which existed prior to commencement of the work, except as otherwise specified herein.
3.12.2 Pipe drains, headwalls, catch basins, curbs and gutters, and all incidental drainage structures shall
be restored using like materials and details at no additional cost to the OWNER. The CONTRACTOR
shall maintain drainage during construction.
3.12.3 All cuts, fills and slopes shall be neatly dressed off to the required grade or subgrade, as indicated
on the plans.
3.12.4 Grassed areas shall be restored at no additional cost to the OWNER. Disturbed areas shall be
covered with two (2) inches of topsoil, furnished by the CONTRACTOR from an approved source and of
approved quality, then shall be fertilized, and seeded to match existing adjoining areas. All ditches shall
be restored to their existing grade, line and cross section.
3.12.5 Paved surfaces shall be restored in accordance with the provisions of Section 02575.
END OF SECTION
02222-6 50130.00.H1 6/05

' SECTION 02270
EROSION AND SEDIMENT CONTROL
1. DESCRIPTION
1.1. Erosion and sedimentation control shall be provided by the CONTRACTOR for all areas of the site
denuded or otherwise disturbed during construction. The CONTRACTOR shall be responsible for all
' installation, materials, labor, and maintenance of erosion and sediment control devices, as well as
removal of temporary erosion and sediment control devices shown on the plans or required to protect all
downstream properties, natural waterways, streams, lakes, ponds, catch basins, drainage ditches, roads,
gutters, natural buffer zones, and man made structures.
1.2. Erosion and sediment control procedures and facilities shall conform to all legally regulated
procedures for the control of erosion and sedimentation.
1.3. Related Work
See the following sections for related work.
02274 Plain Rip Rap
02275 Stone for Erosion Control
02933 Seeding and Mulching
02277 Silt Fence
02271 Engineering Fabrics
1.3.1 Erosion and sediment control procedures and facilities shall conform to Section 107, 225, and
1000 of the "Standard Specifications for Roads and Structures" Division 16 dated January, 2002,
' published by the North Carolina Department of Transportation and the "Erosion and Sedimentation
Control Planning and Design Manual" as published by the North Carolina Sedimentation Control
Commission.
' 2. MATERIALS
2.1. Washed stone to be used in temporary sediment basins shall be of strong, durable nature,
' resistant to weathering and shall be graded to conform to local and state Department of Transportation
requirements.
2.2. Refer to other sections within these specifications as listed in Item 1.3 above for other material
' specification required in the installation of erosion and sediment control facilities.
3. INSTALLATION
3.1 General Requirements
3.1.1 The CONTRACTOR shall follow the erosion control construction sequence schedule as shown on
' the contract drawings, except that should circumstances dictate that extra precaution be taken to prohibit
erosion and sedimentation on the project, the CONTRACTOR will, at his own expense, take preventative
measures as needed.
3.1.2 The CONTRACTOR is required to maintain all erosion and sediment control facilities to insure
proper performance throughout the construction phase and until such time all disturbed areas are
permanently stabilized.
02270-1 50130.00. H 16105

3.1.3 Upon completion of construction or successful permanent stabilization of all areas which were
disturbed before or during construction operations or as indicated on the construction drawings, whichever
occurs last, the CONTRACTOR shall remove all temporary erosion and sediment control devices and
facilities from the project site. The CONTRACTOR shall retain these items for future use or properly
dispose of these items offsite.
3.1.4 The CONTRACTOR shall provide ground cover on exposed slopes within 15 working days but not
more than 30 calendar days, following completion of any phase of grading; permanent ground cover for
all disturbed areas within 15 working days or no more than 90 calendar days following completion of
construction or development.
END OF SECTION
02270-2 50130.00.HI 6/05

SECTION 02271
ENGINEERING FABRICS
1. DESCRIPTION
The work covered by this Section consists of the installation of an acceptable engineering fabric (filter fabric)
appropriate for the application(s) called for on the plans or as required by field conditions. Placement of the fabric
shall be an integral function of the construction of shoulder drains, subsurface drainage systems, temporary silt
fences and placement of erosion control stone or rip rap facilities. The CONTRACTOR shall furnish all
equipment, tools, labor and materials necessary to complete the work in accordance with the plans and
specifications.
' 1.1. Related Work
Any reference to standard specifications refers to the most current published date of the following specification
unless otherwise noted.
1.1.1 Reference the following specifications for related work:
02270 Erosion and Sediment Control
02274 Plain Rip Rap
02275 Stone for Erosion Control
02277 Temporary Silt Fence
' 1.1.2. The filter fabric shall conform to Section 1056 of the "Standard Specifications for Roads and Structures"
Division 2, Division 10 and/or Section 1605 (26) dated January, 2002, published by the North Carolina Department
of Transportation and the "Erosion and Sedimentation Control Planning and Design Manual" as published by the
North Carolina Sedimentation Control Commission.
1 2. MATERIALS
Engineering fabric shall have material properties strictly conforming to those specified in Sections of the standard
State Department of Transportation specifications: The CONTRACTOR shall provide engineering fabric(s) for
' various applications which meet or exceed the corresponding criteria for each different fabric utilized per the
subject specification.
3. INSTALLATION
3.1 General Requirements
3.1.1 Engineering fabric installed under erosion control stone or rip rap shall be placed at locations, to the
dimensions as shown on the plans or as directed by the ENGINEER.
3.1.2 Surfaces to receive filter fabric shall be graded to the lines and grades as shown on the plans, unless
otherwise directed by the ENGINEER. The surface shall be free of obstructions, debris and pockets of soft or low-
density material.
3.1.3 At the time of installation, the fabric shall be free of defects, rips, holes, flaws, deterioration or damage
incurred during manufacture, transportation or storage.
' 3.1.4 The filter fabric shall be laid smooth and free from tension, stress, folds, wrinkles, or creases. Horizontal
overlaps shall be a minimum of 12 inches with the upper fabric overlapping the lower fabric. Vertical overlaps
shall be a minimum of 18 inches with the upstream fabric overlapping the downstream fabric. In the event that the
fabric is displaced or damaged during stone placement, the stone shall be removed and the fabric repositioned or
1 replaced prior to replacement of the stone, all at no additional cost to the OWNER.
02271-1 50130.00.HI 6/05
t

3.1.5 The placement of the filter fabric and stone shall be performed in a continuous manner as directed by the
ENGINEER. The filter fabric shall be protected from damage due to the placement of stone or other materials by
limiting the height of drop of the material or by placing a cushioning layer of sand on top of the fabric before
dumping the material.
3.1.6 No more than 72 hours shall elapse from the time the fabric is unwrapped to the time the fabric is covered
with stone or sand.
3.1.7 Filter fabric installed in association with shoulder drains or other subsurface drainage systems shall be
installed in such a manner that all splice joints are provided with a minimum overlap of 2 feet. The overlap of the
closure at the top of the trench shall be at least 6 inches and secured with mechanical ties. Where outlet pipe
passes through the fabric, a separate piece of fabric shall be wrapped around the outlet pipe, flared against the
side of the filled drain, and secured with anchor pins.
3.1.8 Field splices of filter fabric shall be anchored with anchor pins to insure that required overlap is
maintained.
3.1.9 At the time of installation, the fabric will be rejected if it has defects, rips, holes, flaws, deterioration, or
damage incurred during manufacture, transportation, or storage.
3.1.10 Aggregate placement operations and the pipe installation shall be done so as to prevent damage to the
filter fabric. Damaged sections of filter fabric shall be replaced at no cost to the OWNER.
3.1.11 The aggregate shall be compacted to a degree acceptable to the ENGINEER by the use of a vibratory
compactor before making the filter fabric closure at the top of the trench.
3.1.12 Filter fabric installed in association with temporary silt fences shall be a water permeable filter type for the
purpose of removing suspended particles from the water passing through it. Silt fences shall be constructed in
accordance with local and state Department of Transportation requirements in the locations and to the
configurations as shown in the plans and as directed by the ENGINEER. Should the requirements of local,
regional or state authorities having jurisdiction over the project exceed the requirements of this section or other
sections in this specification regarding temporary silt fences, the more stringent shall govern.
3.2 Physical Properties of Engineering Fabrics
PHYSICAL PROPERTIES OF ENGINEERING FABRICS

Physical Property Test Method
Article 1056-2 Type 1 Type 2 Type 3
Class A Class B
Min. Roll Width --- --- --- 36" 36"
Min. Fabric Weight 1 4.0 oz/ d2 --- --- ---
Min. Tensile Strength 2 90 lb. 200 lb. 50 lb. 100 lb.
Elongation 2 80% Max. 15% Min. 30% Max. 25% Max.
Min. Burst Strength 3 150 psi 400 psi 100 psi 180 psi
Min. Puncture Strength 4 45 lb. 80 lb. 30 lb. 60 lb.
Apparent Opening
Opening Size - Max/Min
U.S. Std. Sieve
5
60/100
30/130
20/50
20/50
Min. Ultra-Violet Exposure
Stren th Retention 6 80 lb. 140 lb. 40 lb. 80 lb.

Fungus Resistance
7 No
Growth No
Growth No
Growth No
Growth
02271-2
50130.00. H 16/05

Rr

t

Min. Permeability
Thickness x Permitivit 8 0.2 cm/sec. --- --- ---
Min. Flow Rate 8 --- --- 10 al/min/ft2 10 al/min/ft2
Typical Application -- Shoulder Drain Under Riprap Temporary
Silt Fence
END OF SECTION
02271-3
50130.00. H 16/05

' SECTION 02274
PLAIN RIP RAP
1. DESCRIPTION
The work covered by this section consists of the construction of plain rip rap at the locations designated
on the plans or directed by the ENGINEER. The CONTRACTOR shall furnish all equipment, tools, labor
and materials necessary to complete the work in accordance with the plans and specifications.
1.1. Related Work
Any reference to standard specifications refers to the most current published date published of the
following specification unless otherwise noted.
' 1.1.1. Reference 02270 Erosion Control for related work.
' The plain rip rap shall conform to Section 868 of the "Standard Specifications for Roads and Structures"
Division 8 dated January, 2002, published by the North Carolina Department of Transportation and the
"Erosion and Sedimentation Control Planning and Design Manual" as published by the North Carolina
Sedimentation Control Commission.
' 2. MATERIALS
' 2.1 Plain rip rap shall conform to the applicable State Department of Highway specifications.
2.2 Plain rip rap shall consist of quarry run stone or field stone and shall be classified by size into
either Class 1 or Class 2. The class and thickness to be used shall be as called for on the plans.
2.3 Where broken concrete from demolished structures or pavement is available, it may be used in
place of stone provided the CONTRACTOR obtains in advance, written authorization from the
ENGINEER. Broken concrete containing reinforcing steel or wire mesh will not be permitted.
3. INSTALLATION
3.1 Unless otherwise directed by the ENGINEER, the stone shall be placed on slopes less than the
angle of repose of the material and to the line, grade and slope as indicated on the plans. The stone shall
be graded so that the smaller stones are uniformly distributed throughout the mass.
I3.2 At locations where rip rap is required for channel changes and drainage ditches, the rip rap shall
be placed prior to diverting the water into the channel changes and drainage ditches.
3.3 At locations where rip rap is required at the outlets of pipe culverts, the rip rap shall be placed
immediately after completion of the pipe culvert installation.
END OF SECTION

02274-1 50130,00A 6/05

' SECTION 02275
STONE FOR EROSION CONTROL
1. DESCRIPTION
The work covered by this section consists of the furnishing, stockpiling if directed, placing and maintaining
an approved stone liner placed in or at ditches, swales, pipe inlets, pipe outlets, and at other locations
designated on the plans or directed by the ENGINEER. The CONTRACTOR shall furnish all equipment,
' tools, labor and materials necessary to complete the work in accordance with the plans and specifications.
1.1. Related Work
Any reference to standard specifications refers to the most current published date of the following
' specification unless otherwise noted.
1.1.1. Reference the following specifications for related work:
02270 Erosion control
02274 Plain Rip Rap
1.1.2. The stone for erosion control shall conform to Section 876-4, 1042 and/or 1610 of the "Standard
Specifications for Roads and Structures" dated January, 2002, published by the North Carolina
Department of Transportation and the "Erosion and Sedimentation Control Planning and Design Manual"
as published by the North Carolina Sedimentation Control Commission.
2. MATERIALS
2.1 Stone for erosion control shall conform to local and state Department of Transportation
' requirements.
2.2 Stone for erosion control shall be resistant to the action of air and water, be of a hard, durable .
nature and shall range in size as follows:
' Class Size
A 2" - 6"
B 5" - 15"
' 2.3 All stone shall meet the approval of the ENGINEER. While no specific gradation is required, the
various sizes of stone shall be equally distributed within the required size range. The size of an individual
stone particle will be determined by measuring along its long dimension.
3. INSTALLATION
3.1 Unless otherwise directed by the ENGINEER, the stone shall be placed on slopes less than the
angle of repose of the material and to the line, grade and slope as indicated on the plans. The stone shall
be placed so that the smaller stones are uniformly distributed throughout the mass. All stone shall be
placed in a neat, uniform layer with an even surface meeting the approval of the ENGINEER.
3.2 At locations where stone is required for channel changes and drainage ditches, the stone shall be
placed prior to diverting the water into the channel changes and drainage ditches.
3.3 At locations where stone is required at the outlet of pipe culverts, the stone shall be placed
immediately after completion of the pipe culvert installation.
I END OF SECTION
1 02275-1 50130.00.HI 6/05

SECTION 02277
TEMPORARY SILT FENCE
1. DESCRIPTION
' The work covered by this Section consists of the furnishing, installing, maintaining, replacing as needed,
and removing of temporary silt fence. The CONTRACTOR shall furnish all equipment, tools, labor and
materials necessary to complete the work in accordance with the plans and specifications. All materials
and procedures shall conform to the latest version of local and state Department of Transportation
requirements.
1.1. Related Work
' Any reference to standard specifications refers to the most current published date published of the
following specifications unless otherwise noted.
' 1.1.1. Reference the following specifications for related work:
02270 Erosion Control
02275 Stone for Erosion Control
All applicable local design manuals, codes and/or ordinances for Erosion and Sedimentation Control.
(Were these design manuals, local codes and ordinances are more stringent then the State Department of
Transportation, these codes and/or ordinances will control the erosion and sedimentation control
procedures to be followed.)
The temporary silt fence shall conform to Section 1605 of the "Standard Specifications for Roads and
Structures" dated January, 2002, published by the North Carolina Department of Transportation and
Section 6.62.1 of the "Erosion and Sedimentation Control Planning and Design Manual" as published by
' the North Carolina Sedimentation Control Commission.
2. MATERIALS
2.1. General Requirements
Temporary silt fence shall be a water permeable filter type fence for the purposes of removing suspended
particles from the water passing through it.
-' 2.2. Posts
Either wood posts or steel posts may be used. Wood posts shall be a minimum of 6 feet long, at least 3
inches in diameter, and straight enough to provide a fence without noticeable misalignment. Steel posts
shall be at least 5 feet in length, approximately 1-3/8 inches wide measured parallel to the fence, and have
a minimum weight of 1.25 lb/ft of length. The post shall be equipped with an anchor plate having a
minimum area of 14.0 square inches, and shall have a means of retaining wire and fabric in the desired
' position without displacement.
2.3. Woven Wire Fence
Wire fence fabric shall be at least 32 inches high, and shall have at least 6 horizontal wires. Vertical wires
' shall be spaced 12 inches apart. The top and bottom wires shall be at least 10 gage. All other wires shall
be at least 12-1/2 gage.

02277-1 50130.00. H 16/05

0

2.4. Silt Fence Filter Fabric
The filter fabric shall meet the requirements of "Type 3 Engineering Fabric, Class A or B, per Section 1605
of the "Standard Specifications of Roads and Structures" dated January, 2002 published by the North
Carolina Department of Transportation."
Silt fence which incorporates filter fabric meeting the requirements of these State Specifications but which
fail to perform in an acceptable manner shall be replaced with silt fences which are capable of acceptable
performance. All silt fences shall meet the local governmental requirements as well as the State's
requirements.
2.5. Wire Staples
Wire staples shall be a No. 9 staple and shall be at least 1'/2 inches long.
3. INSTALLATION Q
3.1. General Requirements
3.1.1. The CONTRACTOR shall install temporary silt fence as shown on the plans or as required by field Q
conditions. The silt fence shall be constructed at the locations shown on the plans and at all other
locations necessary to prevent sediment transport, as directed by the ENGINEER.
a
3.1.2. Class A synthetic filter fabric may be used only in conjunction with woven wire fence fabric
backing. Filter fabric shall be attached to the wire fence fabric by wire or other acceptable means.
3.1.3. Class B synthetic filter fabric may be used without the woven wire fence fabric backing, subject to
the following conditions:
• Post spacing is reduced to a maximum of 6 feet.
• The proposed fabric has been approved by the ENGINEER as being suitable for use without the
woven wire fence fabric backing.
• Fence posts shall be inclined toward the runoff source at an angle of not more than 200 from vertical.
• Posts shall be installed so that no more than 3 feet of the post shall protrude above the ground.
Where possible, the filter fabric from a continuous roll cut to the length of the barrier shall be used to
avoid joints. When joints are necessary, securely fasten the filter cloth only at a support post with
overlap to the next post. At the time of installation, the fabric will be rejected if it has defects, rips,
holes, flaws, deterioration, or damage incurred during manufacture, transportation, or storage.
3.2. Maintenance and Removal
3.2.1. The CONTRACTOR shall inspect temporary silt fences at least once a week and after each
rainfall and shall make any required repairs and remove and dispose of silt accumulation immediately.
Should the fabric of the silt fence collapse, tear, decompose or become ineffective, the CONTRACTOR
will replace it promptly at his own expense. The CONTRACTOR shall remove sediment deposits as
necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence.
3.2.2 The CONTRACTOR shall remove all temporary silt fence and associated appurtenances once all

disturbed areas upland of the fence are properly and satisfactorily stabilized as called for on the plans. a
END OF SECTION
02277-2 50130.00. H 16/05
0
0

w SECTION 02575
PAVING REPAIR AND RESURFACING
1. DESCRIPTION
This section covers cutting and replacing pavement for the installation of utilities as shown on the plans
and as specified herein. Any reference to sections of state specifications shall be in conformance with the
state specifications referred to in the Section 1.2.1 Related Work.
1.1. Any reference to standard specifications refers to the most current published date of the following
specification unless otherwise noted.
1.2. Related Work
' See the following section s for related specifications:
02222 Excavating, Backfilling & Compacting for Utilities
Cast-in-Place Concrete:
' MP 1 AASHTO
M81 AASHTO
M82 AASHTO
T96 AASHTO
' T176 AASHTO
1.2.1. Any reference to NCDOT standard specifications was obtained from the "Standard Specifications
for Roads and Structures" dated January, 2002 published by the North Carolina Department of
Transportation.
2. MATERIALS
2.1 Aggregate Base Course shall be in accordance with the NCDOT 1010 Type B. Aggregate base
course material shall consist of crushed stone, crushed stone, crushed or uncrushed gravel and other
similar materials displaying hard, strong durable particles free from adherent coatings. All aggregate shall
be from and approved sources in accordance with NCDOT Section 1005.
2.2 Bituminous Paving
2.2.1. Bituminous Prime Coat: Cut-back asphalt used as prime coat shall conform to NCDOT Section
600.
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' 2.2.3 Bituminous Tack Coat: Shall conform to NCDOT Section 605, Articles 1 through 9.
2.2.4 Bituminous Surface Coat: Shall conform to NCDOT Section 645, Type 1-2.
2.3. Portland Cement Course
Shall be composed of portland cement, coarse aggregate, fine aggregate and air entraining agent in
accordance with Section 03300. Other admixtures may be added with the ENGINEER's approval. All
concrete shall be Class A concrete with a minimum of 3500 psi compressive strength at 28 days. The
concrete shall be air entrained to provide an air content of 4.5 percent plus or minus 1.5 percent.
3. CONSTRUCTION
3.1 Pavement Cutting: Where the existing pavement is to be cut for installation of pipe or other
utilities, the CONTRACTOR shall cut the pavement neatly in advance of trenching. All pavement shall be
cut to a straight edge with the method of cutting subject to approval of the ENGINEER. Pavement shall be
02575-1 50130.00.H1 6/05
11

cut 12 inches wider on each side of the excavated area. Ragged or irregular edges will be redone.
Concrete pavement shall be cut with a suitable concrete saw cutting equipment.
3.2 Trench Backfilling: Shall be in accordance to plans or as specified elsewhere herein.
3.3 Aggregate Base Course shall be placed and compacted in accordance with NCDOT Section 520
,
Article 8. The base course shall be placed at the same time with the trench backfilling.
3.3.1 If the base course is designed to be used as a temporary travel surface, the additional thickness
shall be placed, compacted and maintained until the permanent surface is placed. When preparing the
base course for the final surface course, the base course material shall be undercut to the thickness to
accommodate the surface course(s) and removed from the site, unless otherwise directed by the
ENGINEER. The final thickness of the base shall be within a tolerance of plus or minus 1/2 inch of the
base thickness required on the plans.
3.3.2 Backfilling with soil above an elevation to accommodate the final base thickness, to be cut-out
and replaced with base material at a later date, will not be allowed.
3.4 Prime Coat
Shall be applied to non-bituminous base course beneath bituminous plant mixed pavements unless
otherwise shown in the plans. The prime coat shall be applied only when the surface to be treated is dry
and the atmosphere temperature in the shade is 40° F or above. Prime coat shall not be applied when the
weather is foggy or rainy. The base shall be clear of debris, dirt, clay or other deleterious material prior to
placing the prime coat.
3.4.1 Application of the prime coat shall consist of asphalt grade AASHTO 81 for Grade RC-70 except
Kinematic viscosity at 140° F, centistokes shall be a minimum of 30 and a maximum of 60; the distillate,
percentage of volume of total distillate to 680°F, shall be as follows:
To 3740F .15 minimum
To 4370F 55 minimum
To 500°F 75 minimum
To 600°F 90 minimum
and the residue from the distillate to 680°F volume percentage of sample difference shall be a minimum of
50 or of shall be of asphalt grade AASHTO 82. The prime coat shall be applied at a rate of 0.18 to 0.45
gallons per square yard at an application temperature of 900 to 1300F.
3.5 Bituminious Concrete Surface Course, Type 1-2
The surface course shall conform to NCDOT Type I-2. Pavement shall be replaced within the same M
week that it is cut. If inclement weather delays pavement replacement, the CONTRACTOR shall not cut
additional pavement until he has notified the ENGINEER and received specific permission and
instructions. Any deviation from this schedule could subject the CONTRACTOR to immediate shut-down
or non-payment of additional work performed until pavement repair is complete.
3.5.1 The bituminous plant mix placement and compaction shall conform to NCDOT Section 610. If
directed by the ENGINEER, density control and determination shall be in Accordance to NCDOT Section
610-10 and 610-13.
3.6 Portland Cement Concrete shall be placed over a compacted sub-base of CABC stone with the
surface damp at time of placement. The concrete patch shall equal the thickness of the surrounding
pavement, but shall not be less than 4 inches thick. The concrete shall be handled to prevent segregation
and kept free from mud, soil or other foreign matter.
3.6.1 Concrete placement shall not be undertaken or shall be discontinued when any of the following
conditions exist:
02575-2 50130.00.HI 6105
Mi

1 3.6.1.1. When the descending air temperature in the shade and away from artificial heat reaches 40°F.
3.6.1.2. When the subgrade or base course is frozen.
3.6.1.3. When the temperature of the concrete mix exceeds 90°F.
3.6.1.4..When the time after batching exceeds 90 minutes.
3.6.2 Concrete finishing shall consist of screeding and floating to assist consolidation. The surface
texture shall closely resemble the texture of the surrounding pavement. A uniform surface texture shall be
applied by burlap dragging or other method acceptable to the ENGINEER. The use of excessive water
during finishing will not be permitted.
3.6.3 Concrete curing shall be accomplished with spray compounds, polyethylene film or other methods
acceptable to the ENGINEER. In no instance shall the method of curing be allowed to damage the
finished surface. Any concrete with excessive surface damage will be considered defective work and
' removed and replaced at the CONTRACTOR's expense.
3.6.4 Concrete shall be protected from cold for a minimum of 72 hours through thermal blankets or
other means acceptable to the ENGINEER. Thermal protection will be required whenever the air
' temperature is expected to fall below 40°F. Concrete damaged as the result of freezing shall be removed
and replaced at the CONTRACTOR's expense.
' END OF SECTION
1

02575-3
50130.00. HI 6/05

r

n

SECTION 02601
MANHOLES, DROP CONNECTIONS AND CONFLICT MANHOLES
1. DESCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform all work
necessary for the construction of all manhole drop connections and conflict manholes complete and ready
for use. The manhole drop connections and conflict manholes shall be constructed at the locations and
grades shown or established by the ENGINEER and shall conform to the details shown on the Plans.
1.1. Related Work
See Section 02730, Force Mains and Gravity Sewers for related specifications.
1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
ASTM Specifications as listed.
AW WA Specifications as listed.
1.2.1. Any reference to NCDOT standard specifications was obtained from "Standard Specifications for
Roads and Structures", dated July, 1995 published by the North Carolina Department of Transportation.
2. MATERIALS
Materials for manholes shall be new and furnished by the CONTRACTOR in accordance with the following
requirements.
2.1. Manholes shall be precast reinforced concrete sections conforming to ASTM C-478 and to the
following.
2.1.1. Tops shall be eccentric cone where cover permits unless shown otherwise on the drawings and flat
slab tops otherwise. Bottoms shall be integrally cast unless the CONTRACTOR proposes to use specialty
bases ("Dog-House") at points of connection to existing sewer mains. Any special bases or riser used
must be detailed in shop drawings and submitted for approval. Manhole wall and base dimensions shall
conform to C-478 or to the minimum dimensions shown on the drawings.
2.1.2. Manhole supplier shall design manhole sections to resist earth loads and to resist uplift resulting
from buoyant forces calculated with ground water table at the ground surface. Wall and/or base
dimensions shall be increased accordingly.
2.1.3. Pipe connection shall consist of an approved continuous boot of 3/8 inch minimum thickness
neoprene as shown on the drawings conforming to ASTM C-923. Boots shall be either cast into
the manhole wall or installed into a cored opening using internal compression rings. Installed boot shall
result in a water-tight connection meeting the performance requirements of ASTM C-443.
2.2. Frames and Covers shall be of domestic manufacture good quality cast iron of uniform grain,
conforming to ASTM A48, Class 30 or better, constructed in accordance with details shown on the Plans.
1 2.3. Manhole Steps shall be of aluminum or composite plastic-steel construction. Aluminum steps
shall be of aluminum alloy 6061T6. Composite plastic-steel steps shall consist of a 1/2 inch deformed
steel reinforcing rod encapsulated in a co-polymer polypropylene plastic; reinforcing rods shall conform to
ASTM A615, Grade 60; and polypropylene plastic shall conform to ASTM D2146, Type II, Grade 16906.
e Minimum design live load of steps shall be a single concentrated load of 300 pounds. Steps shall be nine
inches in depth and at least twelve inches in width. Steps shall have non-skid top surfaces. All parts of
aluminum steps to be embedded in concrete or masonry shall be coated with bituminous paint or zinc
' chromate primer.
02601-1 50130.00.HI 6105

I
lie
0
2.3.1. Steps shall be uniformly spaced not more than sixteen inches (16") on center, including the
spacing between the top step and the manhole cover. Steps shall be embedded in the wall a minimum
distance of 4 inches in either cast or drilled holes. Steps shall not be driven or vibrated into fresh concrete
and shall withstand a pullout resistance of 2000 lbs. when tested in accordance with ASTM C 497. Each
step shall project a minimum of 5 inches from the wall measured from the point of embedment.
2.4. Concrete (poured in place)
Air entrained Portland Cement Concrete having minimum twenty-eight (28) day compressive strength of
3000 psi.
2.5. Joint Sealant
Butyl Rubber based conforming to AASHTO M-198, type B - butyl rubber, suitable for application
temperatures between 10 and 100 degrees F
2.6. O-Ring or Gasket (CONTRACTORs Option)
ASTM C-443
2.7. Sand Cement
• Portland Cement: ASTM C50, Type I
• Sand: Clear, sharp, graded from fine to coarse, ASTM C-144
• Water: Clean and potable
• Mixture: One (1) part cement, two (2) parts sand
2.8. Pipe and Fittings: Same as sewer pipe
2.9. Precast Grade Rings shall be no less than 4" in height and conform to ASTM C 478.
2.10. Washed Stone
Stone material, crushed stone or gravel shall be strong, durable and conform to standard size No. 57 per
NCDOT Sections 1005 and 1016.
CONSTRUCTION
3.1. Excavation for all sanitary manholes shall be carried to a depth such as to provide a minimum of 6
inches of washed stone bedding material below the bottom of structures and extend to a minimum width
of 8 inches beyond each side of structures.
3.2. Should unstable soil, organic soil, or soil types classified as fine-grained soils (silts and clays) by
ASTM D-2487 be encountered at the bottom of excavations, such soils shall be removed to a depth and
width determined by the ENGINEER and properly disposed of. The resulting undercut shall be backfilled
with washed stone. Placement and compaction shall conform to applicable earthwork specifications.
3.3. Manholes shall be constructed of precast reinforced concrete with cast iron frames and covers in
accordance with details shown on the Plans.
3.4. Invert channels shall be smooth and accurately shaped to semi-circular bottom conforming to the
inside of the adjacent sewer sections. Inverts shall be formed of concrete, and no laying pipe through
manholes will be permitted. Changes in size and grade shall be made gradually and evenly. The
minimum bending radius of the trough centerline shall be 1.5 times the pipe I.D. A minimum %' radius
shall be provided at the intersection of 2 or more channels. Depressions, high spots, voids, chips or
fractures over '/:' in diameter or depth shall be filled with sand cement and finished to a texture
reasonable consistent with that of the formed surface.
02601-2 50130.00.HI 6/05
0

3.5. Precast concrete bottom sections, risers, and top sections shall be fabricated such that when
assembled, they provide a manhole conforming to the depth required. The CONTRACTOR shall be
responsible for the furnishing and constructing manholes such that the completed assembly is flush (0.1
foot above) finished grade or at other elevations as may be shown on the drawings. No manhole
assembly will be accepted or paid for that will allow surface water inflow to occur through the cover due to
poor attention to construction grades.
3.6. Sections are to be assembled so as to provide a plum structure with uniform bearing at all joints
and at the base slab. Joints shall be thoroughly cleaned to remove dirt and foreign material. The butyl
rope sealant shall be unrolled directly against the base of the spigot. Leave the protective paper in place
until the sealant is fully in place. Overlap rope from side to side, not top to bottom. Joints to be plastered
smooth inside and outside of manhole with a cement grout. Joints shall be water-tight.
3.7. Pipes shall project into the manhole 2-inches and shall be mechanically sealed with a molded
neoprene boot.
3.8. Manhole frames and covers shall be set flush (0.1 foot above) with the finished grade or as
otherwise shown on the drawings. Precast adjustment (grade) rings shall be used as required. No more
than 8 vertical inches of grade ring will be allowed per manhole. Seal frame to adjustment ring, or cone
section with butyl sealing rope and completely grout the ring to the top manhole section.
3.9. Drop connections shall be constructed in accordance with details shown on the Plans.
3.10. Conflict Manholes and Manhole Alternates shall be constructed in accordance with details shown
on the plans.
4. TESTING
All manholes shall be tested in accordance with the
otherwise directed by the ENGINEER.

t

Infiltration/Exfiltration Test in Section 02730, unless
END OF SECTION
02601-3
50130.00. H 16/05

SECTION 02730
GRAVITY SEWERS
' 1. DESCRIPTION
The CONTRACTOR shall furnish all labor, materials, equipment and supplies and shall perform all Work
necessary for the construction of the sewers, complete, tested and ready for use. The sewers shall be
' constructed to the lines and grades shown and shall be the size shown on the plans.
1.1. Related Work
See the following sections for related specifications.
02222 Excavating, Backfilling & Compacting for Utilities
02933 Seeding and Mulching
' 1.2. References
Any reference to standard specifications refers to the most current published date of the following
specifications unless noted:
AWWA Specifications as listed.
AEC MILP -23236
WPCF Manual of Practice No. FD-5 (WPCF now known as "Water
Environment Federation [WEF])
' 2. MATERIALS
All materials for sewer pipe shall be new and shall be furnished by the CONTRACTOR in accordance
with the following requirements unless shown otherwise on the plans.
2.1. Gravity Sewers (8-Inch Through 16-Inch)
e 2.1.1. Ductile Iron Pipe
• Pipe: Latest revision ANSI/AW,WA C150 "Thickness Design of Ductile Iron Pipe", 8" through
12" pressure class 350 psi, 14" through 16" pressure class 250 psi, and latest revision
AWWA C151 "Ductile Iron Pipe, Centrifugally Cast for Water and Other liquids, unless
shown otherwise on the drawings
• Fittings: AWWA C110, grey or ductile iron, or compact ductile iron conforming to AWWA
C153.
e Joints: AWWA C111 push-on unless shown otherwise
• Linings: AWWA C104 cement lining, standard thickness, bituminous seal coat
2.1.2. PVC Pipe
• Pipe: ASTM D3034; "Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings." SDR 35
with a minimum cell classification of 12454-B
• Fittings: ASTM D3034. Fittings in sizes through 8" shall be molded in one piece with
elastomeric joints and minimum socket depths as specified in Sections 6.2 and 7.3.2.
Fittings 10" and larger shall be molded or fabricated in accordance with Section 7.11 with
manufacturer's standard pipe bells and gaskets
• Joints: ASTM D3212, Elastomeric gaskets conforming to ASTM F477
2.1.3. Intentionally Omitted
2.1.4. High Strength Steel Pipe
2.1.4.1. Pipe: High Strength Steel Pipe shall be welded or seamless, manufactured in accordance with
I',I ' 02730-1 50130.00 Hi &05

ASTM A-53 for Welded and Seamless Steel Pipe (1/8-inch to 26-inch inclusive) and /or ASTM A
-139 for Welded Straight Seamed Steel Pipe (4-inch to 92-inch inclusive). All steel shall be Grade
"B" only, with minimum yield strength of 35,000 PSI. Thickness shall be 0.375" unless otherwise
specified or shown on the plans. The pipe shall be produced in a single continuous length.
Welding of two or more individual pieces together end to end shall not be permitted. Spiral-
seam pipe shall not be permitted.
2.1.4.2. Linings: One of the following shop applied linings shall be applied on the inside of the pipe
barrel.
• Coal tar lining 3/32-inch minimum thickness in accordance with AWWA 203
• Coal tar epoxy lining 20 mils (dry) minimum thickness conforming to Mil-P-23236 Type I,
Class II
2.1.4.3. Couplings: Shall be a reducing steel coupling when making a reduction in pipe size, changing
class of pipe, or for making connections between any two (2) kinds of pipe. The coupling shall consist of
one (1) cylindrical steel middle ring, two (2) steel follower rings, two (2) resilient gaskets and a set of steel
trackhead bolts. The middle ring shall have a conical flare at each end to receive the wedge portion of
the gaskets. The follower rings shall confine the outer ends of the gaskets. Tightening the bolt shall
draw the follower rings toward each other, compressing the gaskets in the spaces formed by follower
rings, middle ring flares and pipe surface. This shall make a flexible leak-proof seal. Bolts and nuts shall
be of high grade, high strength steel.
2.1.4.3.1 Pipe ends shall have tolerances within the limits required for approved couplings. Pipe shall also
be furnished with plain right-angle ends with all burrs removed from the ends. Steel mechanical
transition couplings shall be as follows:
2.1.4.3.2 Steel Pipe to Steel Pipe:
• 30-inch and smaller pipe size shall have a center ring length of seven (7) inches.
• 36-inch and larger pipe sizes shall have a center ring length of ten (10) inches.
• Couplings shall be as manufactured by Dresser Industries - Style 38 Straight Coupling, or
approved equal. Center ring, glands, bolts, and nuts shall receive one shop coat of primer.
2.1.4.3.3 Steel Pipe to Ductile Iron Pipe:
• 8-inch and smaller pipe sizes shall have a center ring length of five (5) inches.
• 10-inch through 20-inch pipe sizes shall have a center ring length of seven (7) inches.
• 24-inch and larger sizes shall have a center ring length of ten(10) inches.
• Couplings shall be as manufactured by Dresser Industries - Style 62 Transition Coupling, or
approved equal. Center ring, glands, bolts, and nuts shall receive one shop coat of primer.
Couplings shall receive field protective coatings as specified for steel pipe.
2.1.4.4. Protective Coating: The outside of steel pipe, nuts, bolts and couplings shall receive one (1) coat
coal tar epoxy to 16 mils minimum thickness. Coatings shall be shop applied to pipe and field
applied to couplings. Damage to exterior shop applied coatings shall be repaired with the same
coating used by the manufacturer and applied as recommended by the manufacturer.
2.2. Piers (Aerial Creek Crossing): Pier locations as shown on the plans shall be considered a guide
only, with final determination made at the time of construction by the Engineer. Pier spacing center to
center, will be as shown on the Plans, but all pier locations may be adjusted by the Engineer due to field
conditions. Piers will be placed parallel to the flow of the creek unless otherwise directed by the Engineer.
02730-2 50130.00.HI 6105 0

r
2.2.1 Steel Pile Piers: The work covered by this section consists of furnishing and driving piles, as
r indicated on the plans, the standard details, and as approved by the Engineer, in conformity with the
specifications and to the bearing and penetration required.
' 2.2. Installation: General- The HP8X36 or W8X35 pilings shall be driven to obtain a bearing capacity of
20 tons based on the following formula (the Engineering New Record Pile Driving Equation) and to
minimum depth of 10 feet in undisturbed earth below the bottom of the creek channel or existing ground
when not adjacent to the creek.
ENR Formula: S = (2E/R) C
Where:
S = penetration per blow (inches)
R = specified bearing capacity (pounds
E = energy per blow (ft-Ibs)
' C = 1.0 for drop hammer; 0.1 for air, steam, or diesel hammer
2.2.3 Piles Lengths: Full length piles shall be used where practicable and not more that 2 pieces (1
splice) of steel pile will be permitted in making up one full length pile unless approved by the Engineer.
Splices, where necessary and approved by the Engineer, shall be made as to maintain the true alignment
and position of the pile sections. Both pieces of a spliced pile shall be the same shape (HP8x36 of
W 8x35).
Splices should develop not less than 100 percent of the bending strength of the pile and not less than
100 percent o the axial load strength of the pile. All welded splices will be of butt weld type with back-up
plates welded to the flanges and web of the steel piles. All welding of structural steel in the shop or in
the field shall meet the requirements of the AWS Code and be done by the qualified welders.
Certification of welders and welds will be required by the Engineer in accordance with the AWS Code.
2.2.4 Driving: Steel piles shall be driven with a diesel, steam, drop, or air hammer with -a rated energy of
not less than 15,000 ft. Ibs., fixed leads and a ram weight of one (1) to one and a half (1 % ) times the
pile weight. In case the required penetration is not obtained by the use of a hammer complying with the
above minimum requirements, the Contractor shall provide a heavier hammer, at his own expense. The
piles shall be driven on a batter of 15 degree to the vertical or as shown on the plans, and shall not be out
of position at the top of the pile by more than three inches in any direction after driving. The piles shall be
equipped with a steel driving shoe place on the bottom of the H-pile.
I2.2.5 Cross Bracing: Cross bracing will be required only when the undisturbed ground level is below the
intersection of the cross bracing.
2.2.6 Painting Steel Piers: Unless otherwise directed, all steel in the piers shall have a coal tar epoxy
coating consisting of two coats of coal tar epoxy as specified. All surfaces of the steel to one foot below
the disturbed ground or to one foot below the cross bracing, whichever is greater, shall receive the
coating system and shall be thoroughly sand blasted prior to application to remove rust, dirt, grease, and
other foreign material and to provide a clean surface to receive the coating. Each coat of paint shall be
approved by the Engineer prior to application of the next coat. The total dry film thickness shall be at
r least 16 mils. Areas with coatings less than 16 mils shall be recoated as required to provide the specified
film thickness.
2.2.7 Testing and Inspection: The OWNER/ENGINEER will provide inspection and will determine
bearing capacity of the driven piles. The Contractor will submit certification of rated hammer energy
acceptable to the Engineer.
r
1 02730-3 50130.00.HI 6105
8
The ENGINEER will be present during all pile driving operations and the Contractor will provide him
evidence that the average penetration for the last 10 blows is less than the S calculated by use of
the above formula.
Test piles furnished and driven by the Contractor for his use in determining the lengths of piles to
be furnished may be so located that they may be cut off and become part of the completed
structure, provided that such test piles conform to the specifications and are approved by the
Engineer.
Test piles shall be driven with equipment of the same type and capacity as that used for driving
piles for the structure.
Test piles which are not to be incorporated in the completed structure shall be removed to at least
2 feet below the surface of the ground or the stream bed, and the remaining hole backfilled with
earth or other suitable material.
The Contractor shall give written notice before beginning construction on the steel piles in order to
coordinate this work with the Utility Department.
2.2.8 Concrete Piers: If the required penetration for a pile is not obtained, as determined solely by the
Engineer, the Contractor may be directed to construct a reinforced concrete pier. The
Contractor will not attempt to drive a second pile at a pier location at which the first pile did not
achieve the required penetration unless the Engineer has determined that the first pile will be used.
A pile which will not be incorporated in the completed structure will be removed or cut off so that the top
of the pile is below the concrete footing.
2.3 Intentionally Omitted
2.4 Intentionally Omitted
2.5. Steel Encasing Pipe shall be smooth wall meeting or exceeding ASTM A-139, Grade B 35,000
psi minimum yield strength with a minimum wall thickness as defined below:
CARRIER PIPE Casing Pipe Thickness
D.O.T. R. R. Recommended Min.
Tunnel
6-Inch Ductile Iron 14" .250" .281 48"
8-Inch Ductile Iron 18" .250" .281 48"
10-Inch Ductile Iron 20" .250" .344" 48"
12-Inch Ductile Iron 22" .250" .375" 48"
16-Inch Ductile Iron 28" .312" .469" 48"
18-Inch Ductile Iron 30" .312" .469" 48"
20-Inch Ductile Iron 32" .375" .501" 48"
24-Inch Ductile Iron 36" .375" .532" 48"

a
02730-4 50130.00.HI 6/05 0

1
2.6. Carrier Pipe Supports within Steel Casing shall be steel plate, cold formed structural collar with
1 flanges and a minimum of four support legs welded to the collar. Each support leg shall have a foot or
skid welded on the end extending beyond the front and back edge of the collar. The front and rear of
each foot shall be angled inwardly towards the collar to serve as a stable, effective skid during installation
of the carrier pipe. The carrier support shall be securely fastened to the carrier pipe with a heavy duty
one-half ('/i') inch grade five (5) bolt and locking nut passing between the flanges, compressing the collar
against the carrier pipe. The support device shall be a Spider or approved equal.
2.7. Utility Line Marking Tape shall be acid and alkali resistant polyethylene film two (2") inches wide
and four (4) mil thick. The tape shall be manufactured with integral wires, foil backing or other means to
enable detection by a metal detector when the tape is buried up to three feet. The metallic core of the
tape shall be encased in a protective jacket or by other means to prevent corrosion. The tape shall bear
a continuous printed marking describing the specific utility, i.e. "SEWER."
2.8. Trench Excavation and Backfill
2.8.1. Excavation shall conform to the lines and grades shown on the drawings. No trench shall be
opened more than two hundred (200') feet in advance of the completed pipe Work without the written
permission of the ENGINEER. The lines of excavation of trenches shall be made so there will be a
1 clearance of at least eight (8") inches on each side of the barrel of the pipe. Excavation shall not be
carried below the established grades and any excavation below the required level shall be backfilled and
thoroughly tamped as directed by the ENGINEER, at the CONTRACTOR's expense. Bell holes shall be
excavated accurately by hand.
2.8.2. During excavation, CONTRACTOR shall separate materials suitable for backfill from those
defined unsuitable. Do not use the following materials for pipe foundation or trench backfill within the
zones indicated below:
• All zones: material classified as peat (PT), organic soil (OL)(OH) under the Unified Soil
Classification (USC) System, ASTM D2487 and all materials too wet or too dry to
achieve minimum compacted density requirements
• Six inches beneath pipe: soft or unstable material and rock
• Beside pipe: any material containing more than 75% fines passing #200 sieve
Suitable material shall be stockpiled near the trench for use as backfill. Unsuitable material shall be
removed immediately or shall be stockpiled separately for dewatering or drying and later removal. Where
no excavated material is suitable for backfill, furnish suitable material from borrow sites at no additional
1 cost to the OWNER.
2.8.3. All unstable soil, organic soil, or soil types classified as inorganic clays and inorganic elastic silts
(Class IV, Unified Class CL or lower) that are encountered at the bottom of pipe trenches or structure
1 excavations shall be removed to a depth and width determined by the ENGINEER and properly disposed
of. The resulting undercut shall be backfilled and compacted with sandy soils which meets or exceeds
the requirements of Class I or Class II soil, Unified Class SP or better. Placement and compaction shall
i conform to the compaction specifications herein and on the plans.
2.8.4. All necessary dewatenng pumping and balling shall be performed in such a manner as to keep
the trench in a satisfactory condition for pipe laying.
1 2.8.5. Backfilling shall be done with material free from large clods, frozen earth, organic material and
any foreign matter.
2.8.5.1. Around the pipe and to a depth of twelve (12") inches above the pipe the backfill shall be
carefully placed and compacted in layers not to exceed six (6") inches compacted thickness. The backfill
shall be select and free of rock. Do not place backfill material on either side of the gravity sewer that is
finer than the material upon which it is placed. Backfill with coarser material to the top of the pipe.
1 02730-5 50130.00.HI 6/05

0
2.8.5.2. Twelve (12") inches above the crown of the pipe the backfill may contain rock but less than six
(6") inches in diameter. Backfill layers shall be horizontal and not exceed twelve (12") inches loose or
eight (8") inches compacted.
2.8.5.3. Compaction shall be performed with suitable pneumatic compactors or approved equal
equipment. Compaction equipment specifically designed for trench compaction shall be present,
operational and at the jobsite at all times. Compaction equipment shall be utilized throughout the length
and depth of the trench to achieve uniform compaction density.
2.8.5.4. Compaction density shall be determined by the Standard Proctor Test (ASTM D698) and shall
meet the minimum standards in Section 02222, Excavating, Backfilling & Compacting for Utilities.
2.8.5.5. Surplus material shall be disposed of by the CONTRACTOR at his expense.
2.8.5.6. Clean shoulders and pavement of excess material immediately after backfilling is complete.
2.9. Laving Sewers
2.9.1. Gravity Sewers
All sewers shall be laid and jointed in accordance with approved manufacturer's recommendations and
shall be laid true to line and grade proceeding upgrade with the spigot pointing in the direction of flow.
The sections of pipe shall be laid and fitted together so that, when complete, the sewer will have smooth
and uniform invert, with full-length of the barrel resting on the trench bottom or bedding prepared for the
pipe. Holes shall be excavated to accommodate pipe bells. The pipe shall be kept thoroughly clean.
Each pipe shall be inspected for defects before lowering pipe into trench. Water shall not be allowed to
rise around joints until they have been made tight.
2.9.1.1. All gravity sewer shall be bedded in accordance with Section D, Pipe Bedding and Backfilling
Chapter 9 Section D Page 183 in WPCF (WEF) manual of Practice NO. FD-5 (ASCE Manual No. 60),
ASTM D2321 for Flexible Pipe (PVC) and Section F2.9 page 202 in WPCF (WEF) Manual No. FD-5 for
Rigid Pipe (Ductile Iron) Chapter 9, Section F2.9 for the proposed depth of sewer, and as detailed in the
contract drawings.
2.9.1.2. The exposed end of all pipes shall be closed by means of an approved plug to prevent earth or
other substances from entering the pipe. The interior of the sewer shall be kept free from all dirt, cement
or superfluous materials of every description as the work progresses.
2.9.2. Intentionally Omitted
2.9.3. Boring and Jacking
Where required, smooth wall or spiral weld steel pipe shall be jacked through dry bores slightly larger
than the pipe, bored progressively ahead of the leading edge of the advancing pipe. As the boring and
jacking operation progresses, each new section of the encasement pipe shall be butt-welded to the
section previously jacked in place.
2.9.3.1. Obstructions encountered during the boring and jacking operation or deflections in the bore
resulting in less than thirty (30") inches of soil cover above the casing, shall require the bore to be
abandoned. The abandonment procedure consists of cutting off the excess pipe, capped then filled with
Portland cement grout (1:3 parts cement to sand) at sufficient pressure to fill all voids before moving to a
new location.
2.9.3.2. The carrier pipe shall be fully supported along its entire length within the casing pipe. Support
may be accomplished by securely fastening pressure treated lumber to the carrier pipe or by using
"spiders." Either method shall be first submitted to the ENGINEER for approval, detailing the means of
fastening the support devices and spacing of supports.
2.9.3.3. Length of encasements shall be determined as follows.
02730-6 50130.00.HI 6/05 U
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• Cut sections - Ditch line to ditch line
• Fill sections - 5 feet beyond toe of slope
• Curb sections - 3 feet beyond curb
• Future highway or railroad R/W - Extend full width of R/W or unless otherwise noted.
2.9.3.4. Materials and workmanship shall also be governed by the requirements set for by the agency
issuing the encroachment (Railroad, Department of Transportation, Pipeline Co., Etc.). Any specific
conditions other than listed herein pertaining to the encroachment are listed in the Special Conditions.
3. INSTALLATION OF JOINTS
3.1. Mechanical Joints
The socket, gasket or spigot of the pipe shall be cleaned of all foreign matter. The gland shall be slipped
on the spigot end, followed by the gasket and the pipe end pushed into the bell. The ring gasket shall be
properly seated so that it is totally confined under pressure within the bell. The loose gland shall be
' moved into position against the face of the gasket and the nuts and bolts loosely assembled with the
fingers and then made up tight with a suitable ratchet wrench.
3.2. Push-On Joints
The joint shall be thoroughly cleaned, prepared, lubricated and installed in accordance with the
requirements, instructions and recommendations of the manufacturer and ENGINEER.
3.3. Solvent Cements Joints
The joint shall be thoroughly cleaned, prepared and installed in accordance with the requirements,
instructions and recommendations of the manufacturer and ENGINEER.
3.4. Grooved Joints
Joints shall be installed in accordance with manufacturers' published installation instructions.
3.5. Testing
All pipe installations shall be tested as specified herein. Tests shall be performed by CONTRACTOR at
his expense in the presence of ENGINEER or his representative. Testing shall not be performed until
such time that all Work which may affect the results of the testing has been completed. Where a test
section fails to meet test requirements, CONTRACTOR shall make corrections as specified herein and
retest the section. The correct/retest procedure shall continue until such time as test requirements are
met. All gravity lines will be lamped by the ENGINEER. The CONTRACTOR shall furnish two (2)
personnel to assist the ENGINEER in removing and replacing manhole covers, and in carrying
ENGINEER's tripod, hoist and other equipment necessary to perform this task.
3.5.1. Air Test: All gravity sewer pipe
3.5.1.1. Procedure
' 3.5.1.1.1. Air test shall be conducted in strict accordance with the testing equipment manufacturer's
instructions, including all recommended safety precautions. No one will be allowed in the manholes
during testing. Equipment used for air testing shall be equipment specifically designed for this type of
test, and is subject to approval of the ENGINEER.
3.5.1.1.2. The test shall be performed only on clean sewer mains after services are installed and the pipe
is completely backfilled. Clean sewer mains by propelling snug fitting inflated rubber ball through the pipe
with water. After completely cleaned, plug all pipe outlets with suitable test plugs. Brace each plug
securely.
3.5.1.1.3. For pipe within test sections above the ground water table, add air slowly to the portion of the
pipe installation under test until the internal air pressure is raised to the starting pressure of 4 psig. After
02730-7 50130.00.HI 6/05
the starting pressure is obtained, allow at least two minutes for air temperature to stabilize, adding only
Q
0
the amount of air required to maintain pressure. When pressure decreases to 3.5 psig, start stopwatch.
Determine the time that is required for the internal air pressure to reach 2.5 psig.
3.5.1.1.4. For pipe with test sections below the ground water table, determine the starting pressure for
the test section, in psig, as follows.
• Determine the maximum depth of pipe within the test section in feet.
• Multiply this depth by 0.67 and add 9.3 feet.
• Multiply the result in part 2 by 0.43 and round to the nearest 0.5 psig. After this starting
pressure is obtained, continue the test in accordance with the procedure in the paragraph
above.
3.5.1.2, Requirement
The test section shall be acceptable if the elapsed time for pressure drop of 1.0 psig is greater than the
sum of the times shown below for all pipe sizes within the test section.
PIPE DIAMETER (INCHES
LENGTH 4 6 8 10 12 15 18 21 24
25 0:04 0:10 0:18 0:28 0:40 1:02 1:29 2:01 2:38
50 0:09 0:20 0:35 0:55 1:19 2:04 2:58 4:03 5:17
75 0:13 0:30 0:53 1:23 1:59 3:06 4:27 6:04 7:55
100 0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10:34
125 0:22 0:50 1:28 2:18 3:18 5:09 7:26 9:55 11:20
150 0:26 0:59 1:46 2:45 3:58 6:11 8:30 "
175 0:31 1:09 2:03 3:13 4:37 7:05 "
200 0:35 1:19 2:21 3:40 5:17 12:06
225 0:40 1:29 2:38 4:08 5:40 10:25 13:36
250 0:44 1:39 2:56 4:35 8:31 11:35 15:07
275 0:48 1:49 3:14 4:43 9:21 12:44 16:38
300 0:53 1:59 3:31 10:12 13:53 18:09
350 1:02 2:19 3:47 8:16 11:54 16:12 21:10
400 1:10 2:38 6:03 9:27 13:36 18:31 24:12
450 1:19 2:50 6:48 10:38 15:19 20:50 27:13
500 1:28 5:14 7:34 11:49 17:01 23:09 30:14
3.5.1.3. Corrective Measures
If elapsed time is less than the specified amount, CONTRACTOR shall locate and repair leaks
and repeat the test until elapsed time exceeds the specified amount.
3.5.2. Infiltration/Exfiltration Test (Use All Manholes)
3.5.2.1. The use of this method for sewer pipe, in lieu of air tests may be used as an alternate test
method.
3.5.2.2. Procedure
3.5.2.2.1. Infiltration: Immediately following a period of heavy rain, a test of Work constructed up until
that time shall be made. Three (3) measurements shall be made at one (1) hour intervals to compute the
amount of the infiltration. Tests for manholes only shall be conducted on individual manholes. Tests for
02730-8 50130.00. H 16/05

1
pipe and manholes shall be performed on test sections not exceeding 3.500 linear feet of collector sewer
and shall include both pipe and manholes. The ENGINEER reserves the right to use his judgement as to
whether the ground is sufficiently saturated and/or whether the fall of rain is adequate to permit making
infiltration tests. In the event that sufficient rain does not occur before the date of completion, the
CONTRACTOR shall be required to conduct the tests at any time during a thirty (30) day period
1 following this date. Should the ENGINEER determine that certain pipe or manholes cannot be tested by
infiltration methods, the ENGINEER may direct the filling of lines and the measurement of exfiltration.
The allowable rate of exfiltration shall be the same as for infiltration.
1 3.5.2.2.2. Exfiltration: Determine test sections as outlined for infiltration tests. Install a temporary water
plug at the inlet and outlet of the test section. Fill test section with clean water up to the bottom of the
lowest manhole frame within the test section. Allow time for saturation of pipe and manholes refilling test
section as required. Beginning with a full test section, allow at least eight (8) hours to elapse without
adding water. Measure the water level at the beginning and end of the elapsed time above. Compute
the volume of water lost in gallons per hour.
1 3.5.2.3. Test Requirements
• The rate of water loss/gain shall be less than the rate, in gallons per hour, calculated for the test
1 section using the following allowances:
• Sewer main and manholes with or without service laterals; 100 gallons per 24 hours per inch of
sewer main diameter per mile of sewer main (gpd/in-mi)
1 • Manholes only; 1 gallon per 24 hours per vertical foot of manhole
3.5.2.4. Corrective Measures
If actual leakage rate is greater than required leakage rate, CONTRACTOR shall locate and repair leaks
1 and repeat the test until actual leakage is less than the required rate.
3.5.3. Deflection Test
3.5.3.1. Use all gravity sewer, eight (8") inch diameter through fifteen (15") inch diameter except ductile
iron.
3.5.3.2. Procedure
Tests shall be performed by the CONTRACTOR in the presence of the ENGINEER no sooner than thirty
(30) days after completion of backfill. The OWNER, at his option, may require a second test within the
guarantee period of the project. A nine (9) arm mandrel and proving ring, as manufactured by Wortco,
1 Inc. or an approved equal, will be provided by the CONTRACTOR. The mandrel shall be manually
pulled, from manhole, through the entire length of mainline pipe. The mandrel and proving ring shall
remain the property of the CONTRACTOR.

3.5.3.3. Requirement
All pipes shall allow passage of the test mandrel. The mandrel and proving ring shall be sized
(5%) percent less than the ASTM dimension for the pipe in accordance with the following table.

NOM. DIA

L ASTM D3034
SDR 35
D
ASTM D2680
D
8" 8" 7.28" 7.40"
10" 10" 9.09" 9.31 "
12" 12" 10.79" 11.22"
15" 15" 13.20" 14.09"
L = Mandrel Contact Length
D = I.D. of Proving Ring
02730-9
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50130.00. HI 6105
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3.5.3.4. Corrective Measures
All pipe that fails the deflection test shall be removed, replaced and retested at no additional expense to
the OWNER.
3.5.4. Force Main Pressure Test
3.5.4.1 The pressure/leakage test of water mains shall be in accordance with Standard AWWA C600,
latest revision. The allowable leakage shall not exceed that determined by the following formula:
L = SD P
133,200
L = Allowable leakage in gallons per hour
S = Length of line tested in feet
D = Nominal diameter of pipe, in inches
P = Average test pressure, in psi - 1.50 average system pressure in the
area, but not less than 100 psi.
3.5.4.2. Where practicable, pipe lines shall be tested in lengths of no more than two thousand (2000')
feet.
3.5.4.3. Duration of test shall be not less than two (2) hours where joints are exposed, and not less than
twenty-four (24) hours where joints are covered, unless directed by the ENGINEER.
3.5.4.4. All visible leaks at exposed joints, and all leaks evident on the surface where joints are covered,
shall be repaired and leakage minimized, regardless of total leakage as shown by test.
3.5.4.5. All pipe, fittings, and other material found to be defective under test shall be removed and
replaced at the CONTRACTOR's expense.
3.5.4.6. Lines which fail to meet tests shall be repaired and retested as necessary, until test requirements
are complied with.
END OF SECTION
G
02730-10 50130.00.HI 6105 0

SECTION 02933
SEEDING AND MULCHING
1. DESCRIPTION
The work covered by this section consists of furnishing all labor, materials, and equipment to perform all
necessary operations to topsoil, fine grade, fertilize, mulch and maintain temporary and permanent
seeding of all graded, cleared, or disturbed areas during construction. The work covered by this section
shall be in conformance with the latest version of local and state Department of Transportation
requirements.
1.1. Related Work
See following sections for related work.
02110 Clearing and Grubbing
02210 Unclassified Excavation and Grading
02270 Erosion and Sediment Control
SS-A617A FS Liquid Mulch Binder
The work covered by this section shall be in conformance with Section 1615, 1620 and 1660 of the
"Standard Specifications for Roads and Structures" dated January, 2002, published by the North Carolina
Department of Transportation and with Section 6.11 of the "Erosion and Sediment Control Planning and
Design Manual" published by the Land Quality Section of the North Carolina Department of Natural
Resources and Community Development unless otherwise stated herein. All seed shall be certified by the
N.C. Crop Improvement Association.
2. MATERIALS
2.1. Topsoil
Topsoil shall be from stockpiles created from stripping and required excavation. Should additional topsoil
be required in excess of that obtained from stripping and excavation, the contractor shall obtain material
from other sources on the site where authorized by the OWNER, or from approved sources off the site.
The topsoil shall be natural, friable soil, possessing- characteristics of representative soils in the vicinity
which produce heavy growths of crops of grass. It shall be obtained from naturally well-drained areas,
shall be reasonably free from subsoil, brush, objectionable weeds, and other litter and shall be free from
toxic substances, clay lumps, stones, roots and other objects larger than 1 inch in diameter, or any other
material which might be harmful to plant growth or be a hindrance to grading, planting, and maintenance
operations.
2.2. Fertilizer
Fertilizer shall be the product of an approved commercial fertilizer manufacturer and shall be 5-10-5
grade, uniform in composition, free-flowing material suitable for application with approved standard
equipment. The fertilizer shall conform to the applicable State fertilizer laws and shall be delivered to the
site in bags or other convenient containers each fully labeled and bearing the name, trademark, and
warranty of the producer.
2.3. Lime
Lime shall be ground limestone containing not less than 85% of total carbonates and shall be ground to
such fineness that at least 50% will pass through a 100-mesh sieve and at least 90% will pass through a
20-mesh sieve. Coarser materials will be acceptable provided the specified rates of application are
increased proportionately on the basis of quantities passing the 100-mesh sieve, but no additional
payment will be made for the increased quantity.
02933-1 50130.00.1-11 6/05

V1,
2.4. Mulch
Mulch shall be straw from wheat or oats. Materials for securing mulch may be one of the following.
• Mulch Netting: Lightweight plastic, cotton, jute, wire orpaper nets shall be used.
• Peg and Twine: Bailing twine and soft wood pegs 1/2" x 1" x 12".
• Liquid Mulch Binder: RC-2 cut back asphalt conforming to the requirements of Federal
Specifications SS-A671A, and asphalt emulsion shall conform to the requirements of Federal
Specification SS-A-674, Type V.
• Seed: Seed used shall bear the official "certified seed" label inspected by North Carolina
Crop Improvement Association. Seed that has become wet, moldy, or otherwise damaged in
transit or storage will not be acceptable. The seed used shall be that shown in seeding
schedule specified herein or on the plans.
INSTALLATION
3.1. Seedbed Preparation
3.1.1. Clearing
Prior to or during grading and tillage operations, the ground surface shall be well drained, cleared of all
brush, roots, stones larger than 2 inches in diameter, or any other material which may hinder proper
grading, tillage, or subsequent maintenance operations.
3.1.2. Fine Grading
Areas to be seeded shall be graded as shown on the drawings or as directed and all surfaces shall be left
in an even and properly compacted condition so as to prevent the formation of depressions where water
will stand. Areas to be topsoiled shall be graded to a smooth surface and to a grade that will allow
topsoiling to finished grade.
3.1.3. Topsoiling
Immediately prior to placing topsoil, the subgrade, where excessively compacted by traffic or other
causes, shall be. loosened by scarifying to a depth of at least 2 inches to permit bonding of the topsoil to
the subgrade. Topsoil shall be uniformly spread by approved equipment in sufficient quantity to provide a
compacted layer of 4 inches in thickness over the designated areas and in such manner that planting can
proceed with little additional soil preparation or tillage. -Topsoil shall not be placed when the subgrade is
frozen, excessively wet, extremely dry, or in a condition otherwise detrimental to the proposed planting or
to proper grading. Topsoil shall be graded to the lines indicated or as directed and any irregularities in the
surface resulting from topsoiling or other operations shall be corrected to prevent formations of
depressions where water will stand.
3.1.4. Tillage
After topsoiled areas required to be seeded have been brought to the grades shown on the plans and as
specified, they shall be thoroughly tilled to a depth of 3 inches by approved methods, until the condition of
the soil is acceptable to the ENGINEER. Any objectionable undulations or irregularities in the surface
resulting from tillage or other operations shall be removed before planting operations are begun. The
work shall be performed only during periods when satisfactory results are likely to be obtained. When
conditions are such, by reason of drought, excessive moisture or other factors, that results are not likely to
be satisfactory, the ENGINEER will stop the work and it shall be resumed only when, in his opinion, the
desired results are likely to be obtained.
3.2. Limestone. Fertilizer and Seed
3.2.1. General
Seasonal limitations for seeding operations, the kinds and grades of fertilizers, the kinds of seed, and the
rates of application of limestone, fertilizer, and seed shall be as shown in the seeding schedule.
02933-2 50130.00.HI 6/05
a
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e

3.2.2. Equipment to be used for the application, covering, or compaction of limestone, fertilizer, and
seed shall have been approved by the ENGINEER before being used on the project. Approval may be
revoked at any time if equipment is not maintained in satisfactory working condition, or if the equipment
operation damages the seed.

3.2.3. Limestone, fertilizer, and seed shall be applied within 24 hours after completion of seedbed
preparation unless otherwise permitted by the ENGINEER, but no limestone or fertilizer shall be
distributed and no seed shall be sown when the ENGINEER determines that weather and soil conditions
are unfavorable for such operations.
3.2.4. During the application of fertilizer, adequate precautions shall be taken to prevent damage to
structures or any other appurtenances. The CONTRACTOR shall either provide adequate covering or
change methods of application as required to avoid such damage. When such damage occurs, the
CONTRACTOR shall repair it, including any cleaning that may be necessary.
3.3. Limestone and Fertilizer
Limestone may be applied as a part of the seedbed preparation, provided it is immediately worked into the
soil. If not so applied, limestone and fertilizer shall be distributed uniformly over the prepared seedbed at
a specified rate of application and then harrowed, raked, or otherwise thoroughly worked or mixed into the
seedbed.
3.3.1. If liquid fertilizer is used, storage containers for the liquid fertilizer shall be located on the project
and shall be equipped for agitation of the liquid prior to its use. The storage containers shall be equipped
with approved measuring or metering devices which will enable the ENGINEER to record at any time the
amount of liquid that has been removed from the container. Application equipment for liquid fertilizer,
other than a hydraulic seeder, shall be calibrated to insure that the required rate of fertilizer is applied
uniformly.
3.4. Seeding
Seed shall be distributed uniformly over the seedbed at the rate- indicated in the seeding schedule, and
immediately harrowed, dragged, raked, or otherwise worked so as to cover the seed with a layer of soil.
The depth of covering shall be as directed by the ENGINEER. If two kinds of seed are to be used which
require different depths of covering, they shall be sown separately.
3.4.1. When a combination seed and fertilizer drill is used, fertilizer may be drilled in with the seed after
limestone has been applied and worked into the soil. If two kinds of seed are being used which require
different depths of covering, the seed requiring the lighter covering may be sown broadcast or with a
special attachment to the drill, or drilled lightly following the initial drilling operation.
3.4.2. When a hydraulic seeder is used for application of seed and fertilizer, the seed shall not remain in
water containing fertilizer for more than 30 minutes prior to application unless otherwise permitted by the
ENGINEER.
3.4.3. Immediately after seed has been properly covered, the seedbed shall be compacted in the
manner and degree approved by the ENGINEER.
3.5. Modifications
When adverse seeding conditions are encountered due to steepness of slope, height of slope, or soil
conditions, the ENGINEER may direct or permit that modifications be made in the above requirements
which pertain to incorporating limestone into the seedbed; covering limestone, seed, and fertilizer; and
compaction of the seedbed.
02933-3 50130.00.HI 6105

3.5.1. Such modifications may include but not be limited to the following.
3.5.1.1. The incorporation of limestone into the seedbed may be omitted on (a) cut slopes steeper than
2:1 (b) on 2:1 cut slopes when a seedbed has been prepared during the excavation of the cut and is still in
an acceptable condition; or (c) on areas of slopes where the surface of the area is too rocky to permit the
incorporation of the limestone.
3.5.1.2. The rates of application of limestone, fertilizer, and seed on slopes 2:1 or steeper or on rocky
surfaces may be reduced or eliminated.
3.5.1.3. Compaction after seeding may be reduced or eliminated on slopes 2:1 or steeper, on rocky
surfaces, or on other areas where soil conditions would make compaction undesirable.
3.6. Mulch
3.6.1. General
All seeded areas shall be mulched unless otherwise indicated on the plans or directed by the ENGINEER.
Application rate of mulch shall be indicated in seeding schedule.
3.6.2. Mulching
Mulch shall be applied within 36 hours after the completion of seeding unless otherwise permitted by the
ENGINEER. Care shall be exercised to prevent displacement of soil or seed or other damage to the
seeded area during the mulching operations.
3.6.3. Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers that will
provide an acceptable application. An acceptable application will be that which will allow some sunlight to
penetrate and air to circulate but also partially shade the ground, reduce erosion, and conserve soil
moisture.
3.6.4. Mulch Binding
Mulch shall be held in place using devices approved by the ENGINEER as per manufacturers
recommendations. During application, the CONTRACTOR shall take adequate precautions to prevent
damage to structures or appurtenances.
3.7. Maintenance
3.7.1. General
The CONTRACTOR shall be responsible for the proper care and maintenance of the seeded areas until
the work under the entire contract has been completed and accepted by the ENGINEER. Maintenance
shall consist of repair and replacement of eroded areas, watering, refertilizing, reliming, reseeding, and
remulching as necessary to provide an even, fixed growth of grass. In addition, the CONTRACTOR shall
provide protection against traffic and shall erect the necessary barricades and warning signs immediately
after planting is completed.
3.7.2. Mowing
The seeded areas shall be mowed with approved mowing equipment as per seeding schedule. If weeds
or other undesirable vegetation threaten to smother the planted species, such vegetation shall be
removed at no cost to the OWNER.
3.8 Inspection and Testinq
3.8.1 Fertilizer and Lime
02933-4 50130.00.HI 6/05

The ENGINEER shall be furnished with duplicate copies of invoices for all fertilizer and lime used on the
project. Invoices for fertilizer shall show the grade furnished. Invoices for lime shall show total minimum
1 carbonates and minimum percentages of the material furnished that pass 100-mesh and 20-mesh sieve.
Upon completion of the project, a final check of the total quantities of fertilizer and lime used will be made
against the total area topsoiled and seeded, and if the minimum rates of application have not been met,
' the ENGINEER may require the distribution of additional quantities of these materials to make up the
minimum application specified at no additional cost to the OWNER.
3.8.2 Seed
' The ENGINEER shall be furnished duplicate signed copies of a statement from the Vendor, certifying that
each container of seed delivered is fully labeled and in full accordance with the specifications in this
section and the seeding schedule.

t

END OF SECTION
02933-5 50130.00.HI 6105

' SECTION 03300
CAST-IN-PLACE CONCRETE
1. DESCRIPTION
' 1.1. The work covered by this section consists of all cast-in-place concrete work and related items as
shown on the plans and as specified herein.
1.2. The CONTRACTOR shall furnish all equipment, tools, labor and materials necessary to complete
the work in accordance with the plans and specification.
1.3 Related Work
1.3.1 These Specification Documents affecting work in this Section include, but are not necessarily
limited to, General Conditions, Special Conditions, and Sections in Division 1 of these Specifications.
1.3.2 Nation Codes affecting work in this Section of the Specifications:
¦ ACI Codes as stated in Part 2 and 3 of this Section
• ASTM Codes as stated in Part 2 and 3 of this Section
¦ U. S Army Corps of ENGINEERs Standard Specifications as stated in Part 2 and 3 of this
Section
• National Ready Mixed Concrete Association's Plant Certification Check List
1.4 Quality Assurance
1.4.1 Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the
necessary crafts and who are completely familiar with the specified requirements and the methods
needed for proper performance of the work of this Section.
1.4.2 A testing laboratory will be retained by the OWNER to perform material evaluation tests as
required by these Specifications.
' 1,43 The CONTRACTORs performing the concrete work shall have a minimum of two (2) years
experience on comparable concrete projects.
1.4.4 The concrete supplier's plant equipment and facilities shall meet all requirements of the "Check
List for Certification of Ready Mixed Concrete Production Facilities" of the National Ready Mixed Concrete
Association and ASTM C94.
' 1.5 Submittals
1.5.1 Comply with the pertinent provisions of Section 01340 (Shop Drawings, Product Data and
Samples).
' 1.5.2 Within 21 days after receiving the OWNER's Notice to Proceed, submit proposed concrete mix
designs for approval. Submit two copies of each laboratory trial mix design proposed in accordance with
ACI 301, Method 1, which is based on trial batches and requires an average strength 1200 psi greater
' than the specified strength; or ACI 301, Method 2, which is based on at least 30 consecutive strength tests
of a similar mix obtained within the past year. The cost of this work is to be borne by the CONTRACTOR.
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1.5.3 Submit manufacturer's specification with application instructions for proprietary materials and
items, including curing compounds, form release agents, admixtures, patching compounds and others as
required by the ENGINEER.
1.5.4 Submit reinforcing steel shop drawings and manufacturer's data for approval to the ENGINEER
before work is started.
1.5.4.1 Metal Reinforcement: Shop drawings shall show complete information for placing
reinforcement, including type or shape of each bar, dimensions to ends of bars, amount of concrete
(clear) cover, spacing of bars, number of bars at each location and other pertinent dimensions. All wall
reinforcing steel shall be detailed and shown in elevations of the walls. Shop Drawings of the following
items shall be submitted to the ENGINEER for review prior to fabrication or delivery to the job site.
1.5.5 Concrete Tests: Two copies of all concrete test results shall be submitted to the ENGINEER
Each test report shall indicate the specific structure where the concrete was placed.
1.5.6 Other: For each batch (truckload) of concrete, the concrete supplier shall provide a delivery ticket
in accordance with ASTM C94. The ticket shall also indicate the time the concrete is placed. One copy of
each delivery ticket shall be furnished to the ENGINEER or his representative. CONTRACTOR shall keep
another copy of each delivery ticket at the job site until final acceptance.
MATERIALS
2.1. General
2.1.1. Class of Concrete:
specifically noted otherwise.
All concrete shall be Class A, as hereinafter specified, except where
2.1.2. References: Materials and work shall conform to the requirements of all specifications,
standards, codes and recommended practices referenced herein. References 'to . specifications,
standards, codes, etc., shall mean the latest edition or revision in effect at the time of bid opening, unless
otherwise specified. In conflicts between referenced standards and this specification, or this specification
and the local building code, the more stringent requirements shall govern.
2.1.3. Publications: CONTRACTOR shall keep the following publications on file at the site at all times
during construction.
ACI SP 15 Field Reference Manual; Specification for structural concrete for buildings with
selected ACI and ASTM references.
ACI 311 Recommended Practice for Concrete Inspection
ACI 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures
ACI 318 Building Code Requirements for Reinforced Concrete
ACI 350R Concrete Sanitary ENGINEERing Structures
2.1.4. General Specifications: Concrete work shall conform to all requirements of ACI 301,
"Specifications for Structural Concrete for Buildings," except as modified by these contract documents.
2.2. Testing and Inspection
Materials and operations shall be tested and inspected as work progresses. Failure to detect defective
work will not prevent rejection when the defect is discovered, nor shall it obligate the ENGINEER for final
acceptance. Testing agencies will be selected or approved by the ENGINEER, and shall meet the
requirements of ASTM E329.
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2.2.1. Concrete Testing: CONTRACTOR shall have a qualified technician from an independent
laboratory take samples, prepare specimens and perform on-site testing, at the CONTRACTOR's
' expense. Technician shall be on site prior to starting the pour and shall remain on site until the pour is
completed. He shall immediately notify the CONTRACTOR and ENGINEER of any concrete that does not
meet the specifications. For very small pours, the ENGINEER may waive the requirements for an
independent testing laboratory and for the tests specified in paragraphs 2.2.1.3 and 2.2.1.5 below.
' CONTRACTOR shall request this waiver in writing at least seven days before the pour. These
requirements will normally be waived only for concrete that is not in a liquid-retaining structure nor
exposed to the weather. CONTRACTOR shall also pay the cost of qualification of proposed materials,
establishment of mix designs in accordance with ACI 301, shipment of specimens to the testing
laboratory, laboratory testing and reports, and additional testing required if initial tests indicate that the
material may be substandard (even if the additional test reveals that the material is satisfactory). The
following tests shall be the minimum required.
' 2.2.1.1. Samples from which test specimens are made shall be secured in accordance with ASTM C172
requirements for composite samples. Specimens shall be molded and cured in accordance with ASTM
C31. Specimens shall be tested in accordance with ASTM C39. Four strength specimens shall be taken
for each 50 cu. yd., or fraction thereof, of each mix design of concrete placed in any one day; one tested
at 7 days, two tested at 28 days and one to be retained as a spare.
2.2.1.2. Slump test shall be made in accordance with ASTM C143. One test shall be made from each
sample taken for a strength test specimen, or whenever the consistency of concrete appears to vary. If
the slump in any test is outside the design range, at least one strength specimen shall be taken from that
sample.
' 2.2.1.3. Entrained air content shall be determined in accordance with ASTM C231 or ASTM C173, as
applicable. One test shall be made from each sample taken for a strength test specimen.
2.2.1.4. Temperature of each sample taken for a strength test specimen shall be determined.
2.2.1.5. Unit weight, yield and air content (gravimetric) of concrete shall be determined in accordance with
' ASTM C138.
2.3. Evaluation and Acceptance
' 2.3.1. Field Conditions: Concrete materials and operations shall be tested and inspected prior to
concrete being placed. Whenever a concrete truckload is rejected for any reason, the truck will
not be allowed on the site for at least three hours. The contents of rejected truckloads shall remain the
' property of the concrete supplier and shall be disposed of properly off the site.
2.3.2. Failure to meet the maximum time limits as specified in ASTM C94 for mixing and placing of
' concrete, or if concrete has attained its initial set before placing, will result in rejection of each individual
truckload. No tests shall be performed and the delivery ticket shall remain at the site with the reason for
rejection written thereon.
' 2.3.3. Failure to meet the requirements of the tests specified herein will result in rejection of each
individual truckload.
' 2.3.4. Laboratory Testing: Evaluation and acceptance based on laboratory testing shall be in
accordance with ACI 318, except that the ENGINEER will be the referenced "building official".
2.4. Submittals
CONTRACTOR shall make the following submittals to the ENGINEER.
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2.4.1. Mix Designs: Submit two copies of each laboratory trial mix design proposed in accordance with
ACI 301, Method 1, which is based on trial batches and requires an average strength 1200 psi greater
than the specified strength; or ACI 301, Method 2, which is based on at least 30 consecutive strength tests
of a similar mix obtained within the past year.
2.4.2. Shop Drawings of the following items shall be submitted to the ENGINEER for review prior to
fabrication or delivery to the job site.
2.4.2.1. Metal Reinforcement: Shop drawings shall show complete information for placing reinforcement,
including type or shape of each bar, dimensions to ends of bars, amount of concrete (clear) cover,
spacing of bars, number of bars at each location and other pertinent dimensions. All wall reinforcing steel
shall be detailed and shown in elevations of the walls.
2.4.2.2. Other Materials and Products: Catalog cuts and other descriptive data shall be submitted for all
manufactured materials and products to be used in the work.
2.4.3. Concrete Tests: Two copies of all concrete test results shall be submitted to the ENGINEER.
Each test report shall indicate the specific structure where the concrete was placed.
2.4.4. Other: For each batch (truckload) of concrete, the concrete supplier shall provide a delivery ticket
in accordance with ASTM C94. The ticket shall also indicate the time the concrete is placed. One copy of
each delivery ticket shall be furnished to the ENGINEER or his representative. CONTRACTOR shall keep
another copy of each delivery ticket at the job site until final acceptance.
2.5. Materials and Products
2.5.1. Cement: ASTM C150, Type I or II. Air-entraining cement shall not be used. Cement used in the
work shall correspond to that upon which the selection of concrete proportions was based. Only one
brand and manufacture of approved cement shall be used for exposed concrete.
2.5.1.1. Type III cement shall be used where specifically noted on the plans or when prior written approval
has been obtained by the CONTRACTOR from the ENGINEER.
2.5.2. Aggregates: ASTM C33. Local aggregates not complying with ASTM C33 may be used provided it
can be shown by special test or a record of past performance that these aggregates produce concrete of
adequate strength and durability.
2.5.2.1. Fine Aggregate shall be clean, sharp, natural sand.
2.5.2.2. Coarse Aggregate shall be Size No. 57, 67 or 467.
2.5.3. Water shall be fresh, clean and potable.
2.5.4. Admixtures: When requested, a qualified concrete technician employed by the admixture
manufacturer shall be available to assist in proportioning concrete materials for optimum use, and to
advise on proper use of the admixture and adjustment of concrete mix proportions to meet job-site and
climatic conditions.
2.5.4.1. Water Reducing Admixture: "Eucon WR-75" by Euclid Chemical Co., "Pozzolith 122N" by Master
Builders, "Plastocrete" by Sika Chemical Corp., or equal. Admixture shall conform to ASTM C494, Type
A, and shall not contain more than 1 % chloride ions.
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2.5.4.2. High Range Water Reducing (HRWR) Admixture (Superplasticizer): "Eucon 37" by Euclid
Chemical Co., "Sikament" by Sika Chemical Corp., "Melment" by American Admixtures Co., or equal.
' Admixture shall conform to ASTM C494, Type F or G, and shall not contain more than 1 % chloride ions.
2.5.4.3. Non-Corrosive Accelerator: "Accelguard 80" by Euclid Chemical Co., "Daraset" by W. R. Grace,
or equal. Admixture shall conform to ASTM C494, Type C or E, and shall not contain more than 1 %
chloride ions.
2.5.4.4. Air-Entraining Admixture: ASTM C260
' 2.5.4.5. Retarding Admixture: "Eucon Retarder 75" by Euclid Chemical Co., "Pozzolith 300R" by Master
Builders, or equal. Admixture shall conform to ASTM C494, Type B or D, and shall not contain more than
I% chloride ions.
2.5.4.6. Fly Ash: ASTM C618. Quantity of fly ash shall be less than 25% of the combined weight of
cement and fly ash.
' 2.6. Curing Materials
2.6.1. Waterproof Sheet Material: ASTM C171.
2.6.2. Curing Compounds: "Super Pliocure" by Euclid, "Super Floor Coat" by Euclid, or "Masture Kure-
CRC" by Master Builders or equal. Product shall be a curing, sealing and hardening product with
approximately 30% solids and shall meet the requirements of ASTM C-309.
2.7. WATERSTOPS shall be steel plate, 1/8 x 6-inch; except where non-metallic waterstops are specified
or noted on the plans.
' 2.7.1 Waterstops at submerged expansion joints shall be the dumbbell or center bulb type, and shall be
of rubber, PVC, styrenebutadiene or neoprene. Unless otherwise noted, dumbbell type shall be 3/8 x 6-
inch with 3/4-inch end bulbs and center bulb type shall be 1/4 x 6-inch with 5/8-inch end bulbs and 1-1/8
inch center bulb.
2.8. Non-Shrink Grout
Non-metallic conforming to "Corps of ENGINEERs Specification for Non-Shrink Grout" CRD-C-621, Type
D; "Euco N-S" by Euclid Chemical Co., "Masterflow 713" by Master Builders, Crystex" by L & M
Construction Chemicals, or equal.
' 2.9. Bonding Compound
2.9.1. Not Exposed to Water after Placement: Polyvinyl acetate, rewettable type; "Euco Weld" by Euclid
' Chemical Co., "Weldcrete" by Larsen, "Everbond" by L & M Construction Chemicals, or equal.
2.9.2. Exposed to Water after Placement: 'SBR Latex' or "Flex-Con" by Euclid Chemical Co., "Sikatop"
polymer when used with "Sikatop" by Sika Chemical Corp., "Everbond" by L & M Construction Chemicals,
' or equal. Epoxy adhesives may also be used.
2.10. METAL REINFORCEMENT shall be reinforcing steel or welded wire fabric, as shown on the plans.
' If requested, manufacturer's certificates showing conformance with the specifications shall be furnished to
the ENGINEER.
2.10.1. Reinforcing Steel shall be deformed steel bars conforming to ASTM A615, Grade 60 unless
1 otherwise noted.
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2.10.2. Welded Wire Fabric: ASTM A185.
2.11. JOINT FILLERS shall be preformed bituminous self-sealing type conforming to ASTM D994, unless
otherwise noted.
2.12 Formwork
2.12.1. Forms for Exposed Concrete shall be of plywood, and shall provide continuous, straight, smooth
surfaces. Plywood shall be B-B Plyform, Class I Exterior, 5/8-inch thick minimum. Metal and other types
of forms shall be used only upon approval of the ENGINEER. Symons forms with plywood, or equivalent,
shall be acceptable.
2.12.2. Forms for Unexposed Concrete may be of undressed square-edge tongue-and-groove lumber, or
of plywood.
2.12.3. Form Oil shall be a light colored, non-staining form coating compound. Form oil for steel forms
shall be rust-preventive type.
2.12.4. Form Ties shall be factory fabricated, adjustable length type designed to prevent from deflection
and spalling of concrete surfaces upon removal. Ties shall be of the type to have metal not less than 1
inch from exposed concrete surfaces. Wire ties will not be permitted where wire is embedded in finished
concrete. Form ties fabricated at the job site will not be acceptable. Ties in liquid-retaining structures
shall have a waterstop in the middle of the tie. 93
2.12.5. Vertical sides of excavations may be used for placing concrete in lieu of forms, provided that the
sides are clean cut and remain stable while the concrete work is being accomplished.
2.13. MATERIAL STORAGE: Storage of materials shall be subject to approval of the ENGINEER and
shall be such that damage from water, freezing and other sources is prevented. No damaged or
deteriorated material shall be used for concrete.
2.13.1. Cement shall be stored in enclosed shelters to prevent damage from moisture. Supporting floors
shall be at least 1 foot above ground or otherwise suitably protected against moisture penetration.
2.13.2. Aggregates shall be stored in separate piles, and in such manner as to prevent inclusion of dirt
and other foreign materials.
2.13.3. Admixtures: Dry admixtures shall be stored as specified for cement. Liquid admixtures shall be
protected from freezing and from settling out of solution.
2.13.4. Metal Reinforcement shall be stored off the ground, protected from the weather, and so that it can
be easily identified.
2.13.5. Other Materials shall be suitably stored to prevent damage or misuse.
2.14. Selection of Proportions 0
Concrete shall be composed of cement, fine and coarse aggregate, water and the required admixtures.
Proportions of ingredients shall produce concrete of the proper consistency that works readily into corners
and angles of forms and around reinforcement without excessive segregation or bleed water forming on
the surface; concrete that provides resistance to freezing, thawing and other aggressive actions; and
concrete that meets the strength and other requirements specified herein. Proportioning of materials shall
be in accordance with ACI 211.1, ACI 318 and ACI 301 (Method 1 or Method 2).
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2.15. Concrete Quality
' Concrete work shall conform to all requirements of ACI 301, except where specifically modified by the
plans and specifications for this project. Concrete shall be composed so as to obtain the following
compressive strengths at 28 days.
Class AA 4000 psi
Class A 3500 psi
Class B 2500 psi
Class C 2000 psi
Note: Water-cement ration requirements may be more restrictive than the strength
requirements.
2.15.1. Minimum Cement Content for Class A Concrete shall be 517 lb./cu. yd. for coarse aggregate size
No. 467, and 564 lb./cu. yd. for coarse aggregate size No. 57 or 67.
2.15.2. Air-Entrained Concrete: Concrete exposed to the weather or in liquid-retaining structures shall be
air-entrained. Total air content required shall be 5-1/2% + 1 % for coarse aggregate size No. 467, and 6%
+ 1% for coarse aggregate size No. 57 or 67. The design mix shall be based on the midpoint of the
applicable range, and the field delivered concrete shall be within that range.
2.15.3. Air content shall be measured in accordance with ASTM C173, or ASTM C231.
' 2.15.4. Slump shall be determined in accordance with ASTM C143.
2.15.5. Maximum slump for walls shall be 3 inches prior. to addition of the HRWR admixture. Admixture
shall be added in sufficient quantities to provide a minimum slump of 5 inches prior to placement of
¦ concrete.
2.15.6. The maximums specified above may be increased to 8 inches by using the HRWR admixture.
However, slump will be checked prior to the addition of the HRWR admixture, and shall meet the
' restrictions specified above.
2.16. HARDENING OF CONCRETE: Concrete shall be adjusted to produce the required rate of
hardening for various climatic and job-site conditions. The rate of hardening shall be as follows:
Ambient Admixture
Temperature (ASTM C494)
Under 50 degrees F Type E (accelerating)
Over 80 degrees F Type D (retarding)
50 degrees F to Type A (normal rate of hardening)
' 80 degrees F
2.17. Admixtures
All other concrete shall contain a water reducing admixture. All thin slabs, less than 8 inches thick, placed
' at air temperatures below 50 degrees F, shall contain the specified non-corrosive accelerator. All
concrete required to be air-entrained shall contain an approved air-entraining admixture. When increased
ultimate and/or early strengths are required, the appropriate admixture shall be used.
' 2.18. Water-Cement Ratio
Class A concrete or better shall have a maximum water-cement ration of 0.45. When used, fly ash shall
be included with the cement to determine the water-cement ratio.
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INSTALLATION
3.1. Construction of Forms
Forms for concrete shall conform to the shapes, lines and dimensions of the members as shown on the
plans, and shall be sufficiently tight to prevent leakage of mortar. Forms shall have sufficient strength to
withstand forces from the placement and vibration of concrete, and shall be properly braced or tied
together to maintain position and shape.
3.1.1. Design: Formwork shall be designed for loads, lateral pressure and allowable stresses in
accordance with ACI 347. All tolerances, preparation of form surfaces, removal of forms, reshoring and
removal strength shall be in accordance with ACI 301. Design, ENGINEERing and construction of
formwork shall be the responsibility of the CONTRACTOR.
3.1.2. Erection of Forms:
3.1.2.1. Forms shall be erected to the sizes, shapes and dimensions shown on the plans, true to line and
grade. Forms shall be fabricated to permit easy removal without damage to concrete.
3.1.2.2. All formwork shall be provided with adequate cleanout openings to permit inspection and easy
cleaning. Wood chips, sawdust, dirt and other debris shall be removed just before concrete is placed.
3.1.2.3. All exposed corners and edges of forms shall be provided with a 3/4-inch chamfer. Chamfer
strips shall be of wood, metal, PVC or rubber.
3.1.2.4. Contact surfaces of forms shall be oiled and allowed to dry before reinforcement is placed. Form
oil shall be applied in accordance with the manufacturer's instructions. All excess oil shall be removed.
3.1.2.5. Forms to be re-used in the work shall be thoroughly clean and free of splits, distortion and other
damage. Re-used forms shall be oiled as specified for new forms.
0
3.1.x.. Extreme Weather Requirements: During cold weather, forms shall be kept free from frost or ice.
Ir hot weather, forms shall be properly prepared to prevent loss of water prior to placing concrete, and
shall be well oiled and sprinkled as necessary to keep them cool.
3.2. Concrete Reimforcement
Reinforcement shall be accurately formed to the required lengths, dimensions and shapes as shown on
the plans, prior to shipment to the job site. Shop drawings shall be reviewed prior to fabrication. All bars
shall be bent cold, unless otherwise directed by the ENGINEER. Bars partially embedded in concrete
shall not be field bent, unless otherwise shown on the plans or specifically permitted by the ENGINEER.
All requirements for reinforcement not shown on the plans or specified herein shall be in accordance with
ACI 315.
3.2.1. Shipping and Handling: Reinforcement shall be delivered to the job site tied in bundles so as to be
easily handled, and tagged with non-rusting metal tags showing shop drawing numbers.
3.2.2. Placing: Reinforcement shall be carefully and accurately placed as shown on the plans, and
adequately secured in position by concrete, metal or other approved chairs, spacers or ties to prevent
displacement during the concreting operation. At the time concrete is placed, reinforcement shall be free
from thick rust, mill scale, ice, frost, oil, grease or other coatings that destroy or reduce the bond.
3.2.3. Splices: Unless otherwise noted, splices in reinforcement shall be Class C in accordance with ACI
318. All splices shall be approved by the ENGINEER, and shall be securely tied with wire or cable
clamps.
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3.2.4. Cutting of reinforcement in the field will not be allowed, unless specifically approved by the
ENGINEER.
3.2.5. Concrete Protection: Unless otherwise noted, the minimum cover of concrete over reinforcement
shall be in accordance with ACI 318 or shall be as shown on the plans.
3.2.6. Exposed Reinforcing Bars intended for bonding with future work shall be adequately protected
against corrosion.
3.2.7. Field Bending of reinforcement is strictly prohibited, except where specifically approved by the
ENGINEER on a limited basis for each particular case. When approved, field bending shall be done using
cold bends conforming to all applicable codes; heat will not be allowed.
' 3.3. JOINTS AND EMBEDDED ITEMS shall be provided where shown on the plans or as directed by the
ENGINEER.
3.3.1. Joints not shown on the plans shall be made and located to least impair the strength of the
structure, and shall be approved by the ENGINEER.
3.3.1.1. All reinforcement shall be continued across construction and contraction joints, unless noted
otherwise; keys and dowels shall be provided as directed by the ENGINEER.
3.3.1.2. Joint filler shall be placed in all expansion and isolation joints.
3.3.1.3. Contraction joints shall be formed, tooled or sawed approximately equal to 1/4 the thickness of
the member.
' 3.3.1.4. All joints in liquid-retaining structures shall be provided with a waterstop, unless otherwise
directed in each instance by the ENGINEER.
3.3.1.5. Dowel length into adjoining concrete shall be considered a minimum of full splice length, and
shall conform to all requirements for splices as specified above.
' 3.4. SUBMERGED EXPANSION AND CONTRACTION JOINTS shall be provided as detailed on the
plans. All manufactured products shall be applied in accordance with the manufacturer's instructions.
3.4.1. Other Embedded Items: All sleeves, wall pipe, nipples, inserts, anchors, hangers and other
' embedded items required for adjoining work or for its support shall be placed prior to placing concrete,
and shall be positioned accurately and supported against displacement.
3.5. Mixing and Placing
CONTRACTOR shall provide access for delivery and sufficient equipment and manpower to rapidly place
all concrete. All work shall be done in accordance with ACI 304.
' 3.5.1. Preparation of Equipment and Place of Deposit: Before placement of concrete, equipment used for
mixing and transporting concrete shall be thoroughly cleaned. All formwork shall be complete; snow, ice,
water and debris shall be removed from within forms. Expansion joints material, anchors and other
' embedded items shall be properly secured in position. Subgrades shall be sprinkled sufficiently to
eliminate water loss from the concrete. Concrete shall not be placed on frozen ground. All laitance and
other unsound material shall be removed from hardened concrete before additional concrete is placed.
' 03300-9
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3.5.2. Ready-Mixed Concrete shall be batched, mixed and transported in accordance with ASTM C94.
Plant equipment and facilities shall conform to the "Checklist for Certification of Ready Mixed Concrete
Production Facilities" of the National Ready-Mixed Concrete Association.
3.5.3. Job-Mixed Concrete: For job-mixed concrete, mixer shall be rotated at a speed recommended by
the manufacturer. If mixer performance tests are not made, each batch of 1 cu. yd. or less shall be mixed
for at least 1 minute after all materials are in the mixer. Mixing time shall be increased 15 seconds for
each additional cubic yard or fraction thereof. Entire batch shall be discharged before the mixer is
recharged.
3.5.4. Conveying: Concrete shall be handled from the mixer to final deposit rapidly by methods that will
prevent segregation or loss of ingredients to maintain the required quality of concrete.
3.5.5. Depositing: Concrete shall be deposited continuously; when continuous placement is not possible,
construction joints shall be located as approved by the ENGINEER. Concrete shall be placed as nearly as
possible to its final position to avoid rehandling or flowing. A tremie, pump or chute shall be used where a
lift is between 5 and 12 feet. A pump shall be used where a lift is more than 12 feet.
3.5.5.1. Concrete shall be consolidated by vibration. Concrete shall be worked around reinforcement,
embedded items and into corners to eliminate all air or stone pockets and other causes of honeycombing,
pitting or planes of weakness. Internal vibrators shall be used on concrete 6 inches or more in thickness.
Form or surface vibration may be used on sidewalks or concrete less than 6 inches thick, instead of
internal vibration. Consolidation shall be done in accordance with the recommendations of ACI 309.
3.5.5.2. Internal vibrators shall be inserted and withdrawn approximately every 18 inches for 5 to 15
seconds. Vibrators shall have a minimum frequency of 8000 rpm, with amplitude to consolidate
effectively. Vibrators shall be operated by competent workmen. Use of vibrators to transport concrete will
not be allowed.
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3.5.5.3. Flat chutes shall not be used. Chutes shall be deep with rounded bottoms and constructed of or
lined with metal.
3.5.5.4. Concrete shall not be dumped in piles and then spread horizontally. Concrete shall be placed in
uniform layers 1 to 1-1/2 feet thick and rodded or vibrated to consolidate the various layers.
3.5.5.5. Construction joints shall be limited to those shown on the plans, unless additional construction
joints are approved by the ENGINEER. Surface shall be roughened to remove the soft mortar and expose
the coarse aggregate. Prior to placing new concrete, hardened concrete shall be cleaned and dampened.
On horizontal joints, first layer of new concrete shall be 4 to 5 inches thick and shall be of the same mix as
the concrete in the wall, except that the coarse aggregate is omitted.
3.5.5.6. Waterstops shall be provided at all construction joints of liquid-retaining structures. Joints of steel
waterstops shall be butt welded; joints of non-metallic waterstops shall be made by gluing or vulcanizing.
3.6 Cold Weather Conditions
All concrete work during cold weather shall be done in accordance with ACI 306. Calcium chloride will not
be permitted as an accelerator.
3.6.1. Temperature of concrete delivered at the job site shall conform to the following:
Air Temperature Concrete Temperature
30 to 45 degrees F 55 to 80 degrees F
0 to 30 degrees F 60 to 80 degrees F
Below 0 degrees F 65 to 80 degrees F
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3.6.2. Water heated to above 100 degrees F shall be combined with the aggregates before cement is
added. Cement shall not be added to water to aggregates having a temperature greater than 100 degrees
F.
3.6.3. When the outdoor temperature is less than 40 degrees F, the temperature of the concrete shall be
maintained at not less than 50 degrees F for the required curing time. Arrangements shall be made
before placement to maintain the required temperature without injury from excessive heat. Where
combustion heaters are used, precautions shall be taken to prevent exposure of concrete and workmen to
exhaust gases containing carbon dioxide and carbon monoxide.
3.7 Hot Weather Conditions
i All concrete work during hot weather shall be done in accordance with ACI 305.
3.7.1. Temperature of concrete delivered at the job site shall not exceed 90 degrees F. Ingredients shall
be cooled before mixing to prevent concrete temperature in excess of 90 degrees F.
3.7.2. Provisions shall be made for windbreaks, shading, fog spraying, sprinkling or wet cover when
necessary.
3.7.3. Concrete exposed or subject to rapid evaporation due to hot weather, drying winds and sunlight
may be protected by a set-retarding admixture, applied in accordance with the manufacturer's
recommendations.
3.8. Curing and Protection
Immediately following placement, concrete shall be protected from premature drying, hot and cold
temperatures, rain, flowing water and mechanical injury. Materials and methods of curing shall be
approved by the ENGINEER. Final curing shall continue for not less than 7 days.
3.8.1. Approved methods of curing include ponding, continuous sprinkling, fog spray, wet burlap or mats,
clean sand kept continuously wet, curing compound and waterproof sheet material.
3.8.2. If a waterproof sheet material is used for curing, it shall be placed over the wetted surface of fresh
concrete as soon as practicable without marring the surface. Each sheet shall be overlapped and firmly
0 secured in placed to insure moisture seal.
3.8.3 If a curing compound is used, two coats shall be applied at right angles to each other. The product
a shall meet the requirements for curing compounds in the materials and products section of these
specifications. The product shall be applied in accordance with the manufacturer's recommendations.
3.9. Removal of Forms
' Forms shall be removed in such a manner as to insure complete safety of the structure and to prevent
damage to concrete. Unless specifically approved otherwise by the ENGINEER, form removal shall be as
specified below.
' 3.9.1. Wall and Column Forms: Formwork not supporting the weight of the concrete, such as wall and
column forms and side forms of beams and girders, shall remain in place a minimum of 12 hours.
3.9.1.1. On vertical surfaces of liquid-retaining structures, forms shall be left in place, or the surface
covered with burlap and the concrete kept wet, for at least seven days.
3.9.2. Bottom Forms for beams and girders shall not be disturbed for at least six days, and auxiliary
' supports shall be maintained until the concrete reaches its design strength.
03300-11 50130.00.H1 6/05

3.9.3. Elevated Slab Forms shall not be disturbed for at least seven days, and slabs shall be adequately
supported for at least 28 days. Auxiliary slab supports, acceptable to the ENGINEER, may be provided to
support slabs at the center of the clear span.
3.10. CONCRETE FINISHES: All exposed concrete surfaces shall be true to the required lines and
contours, and shall be free from stone pockets or honeycomb.
3.10.1. Patching and Repair: All imperfect or honeycomb spots and tie holes shall be chipped out to firm
concrete and patched with cement grout immediately after form removal and before concrete is thoroughly
dry. Fins shall be removed and repaired as necessary. Patching and repair shall be done so that the
patched and repaired areas appear as a homogeneous part of the main concrete.
3.10.1.1. Edges of honeycomb spots shall be perpendicular to the surface or slightly undercut; no
featheredges will be permitted. Area to be patched, including adjacent surfaces extending at least 6
inches in all directions from the patched area, shall be dampened to prevent absorption of water from the
patching mortar. If patching is not done within seven days after form removal, an approved bonding
compound (as specified) shall be applied prior to patching. Defective areas shall not be patched until
permission is obtained from the ENGINEER in each specified case. Cement and sand shall be obtained
from the concrete supplier so as to match adjacent work.
3.10.2. Formed Concrete: Concrete which is not formed as shown on the plans, is out of level or
alignment, or is defective in appearance, shall be corrected or replaced to the ENGINEER's satisfaction at
the CONTRACTOR's expense.
3.10.2.1. Concrete surfaces not exposed to view, surfaces more than 1 foot below finished grade and
interior surfaces of tanks and basins more than 1 foot below the water level need not be finished except
for correcting imperfect spots.
3.10.2.2. Unless otherwise noted, all exposed concrete surfaces, including exterior and interior of
buildings and exposed basin and tank walls, shall be given a trowel and float finish using a cement-base
waterproof coating material such as Thoroseal Plaster Mix or equal. The material shall be mixed and
applied in accordance with the manufacturer's instructions to provide a smooth uniform dense finish
without holes, voids, uneven surfaces or other defects. Work shall be done to the 'satisfaction of the
ENGINEER. Rubbing concrete with stones or similar abrasives will not be permitted.
3.10.2.3. Tops of walls and walk beams shall be screeded to a uniform surface and finished with a wood
float.
3.10.3. Flatwork: Surfaces shall be screeded to the elevations and profiles indicated before bleedwater
accumulates. Finishing shall not be started until all bleedwater has disappeared from the surface.
3.10.3.1. Float Finish: Bottoms of tanks and slabs not otherwise specified shall be power floated to a true
plane so that depressions between high spots will not exceed 5/16-inch under a 10-foot straightedge.
Surfaces shall be refloated immediately to a uniform texture. Hand float shall be used in areas.
inaccessible to power floats.
3.10.3.2. Broom or Belt Finish: Exterior slabs shall be given a float finish as specified above. A broom or
burlap belt shall then be drawn at right angles to the long dimension to obtain a textured finish.
3.11. Walks
Concrete walks shall be provided where shown on the plans. Walks shall be 4 inches thick, unless
otherwise noted. Contraction joints shall be provided every 5 or 6 linear feet, cut to a depth of 1-inch with
03300-12 50130.00.HI 6/05
a small radius-jointing tool. Expansion joints shall be provided at 50-foot intervals and at crosswalks,
curbs and other structures, and shall be made with premolded bituminous joint filler. Walks shall be
brought to the proper grade and cross section with a float, and finished with a broom or brush at right
angles to the direction of traffic. All edges shall be tooled with a small radius-edging tool.
3.12. Additional Foundation Concrete
If required by foundation conditions, additional concrete shall be placed under footings of structures, as
directed by the ENGINEER. This additional concrete shall be Class C. The joint between the Class C
concrete and foundation concrete shall be coated with a bonding compound.
3.13. Grout
Cement-sand grout shall be pumped into existing pipes being abandoned in place shown on the plans.
Grout shall consist of 1 part Portland cement and 2% parts sand by weight. Sand shall be a maximum
diameter of 1/8-inch.

0

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END OF SECTION
03300-13 50130.00.HI 6105
t
CITY OF CONOVER, f,J.C. 23613
6-30-05 Oxford Area Sewer Project
Phase One
DWQ 401 Certification
62-800-7300
i,',It!li,• tit it{1111=
$200.00

$200.00