20011238 Ver 1_COMPLETE FILE_20010816

T 55 r..?- d l t L o yv`, '? ?.
F WA.rF
\O?Q RQG Michael F. Easley
Govemor
Ul r C j William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
October 3, 2001
DWQ# 01-1239
Wake County
City of Raleigh Public Utilities Department
C/o Mark Fisher
P.O. Box 590
Raleigh, NC, 27602
APPROVAL of Neuse River Buffer Rules
Dear Mr. Fisher:
You have our approval to construct the Southeast Raleigh Sewer Main Extension adjacent to unnamed tributaries to
Big Branch in Wake County, as described in the application received by the Division of Water Quality on August 16, 2001.
This approval is valid for the Neuse River Buffer Rules (15A NCAC 213.0233). In addition, you should get any other federal,
state or local permits before you go ahead with your project including (but not limited to) Sediment and Erosion Control,
Non-Dischargwe and Water Supply Watershed regulations.
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 approval. If the
property is sold, the new owner must be given a copy of the approval letter and is thereby responsible for complying with all
conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be
required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the conditions of the Neuse
River Buffer Rules.
If you do not accept any of the conditions of this approval, 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 conforming to Chapter
150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-
7447. This approval 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 the Neuse Buffer Rules. If you have any
questions, please telephone Steve Mitchell in our Raleigh Regional Office at 919-571-4700 or Cyndi Karoly in our Central
Office at 919-733-9721.
Sincerely,
6rlrlzl. A
Gregory J. Thorpe, Ph.D.
cc: Corps of Engineers: Raleigh Regulatory Field Office
`Raleigh DWQ Regional Office
Central Files
File copy
Mark Fisher, 5540 Centerview Drive, Suite 315, Raleigh, NC, 27606
011238
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
non ? 47oa /.J.......\ non ? Con1 /i....\ L.N...//L.n.........-.. .... ..w /.........?I.....i../
MEMORANDUM
TO: John Dorney Regional Contact: Steve Mitchell
Non-Discharge Branch WO Supervisor: Ken Sch,ister
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Southeast Raleigh Sewer c/o City of Raleigh County Wake
Project Number 01 1238 County2
Recvd From APP Region Raleigh
Received Date 8/16/01 Recvd By Region
Project Type sewer
Certificates Stream
Permit Wetland Wetland Wetland Stream . Class Acres Feet'
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
N-BR Buffers O ?" O N -F7-7-34-1 1 ? NSN?' ?0, lU?. F ?-
F7_- F- PT ON F____F rF- F-
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N
Recommendation: 10 Issue 0 ISSue/Cond 0 Deny
Provided by Region: Latitude (ddmmss) 354416 Longitude (ddmmss) 783613
Comments:
Plans state sewer will he at least 50 feet from creeks.
cc: Regional Office
Central Office Page Number 1
?O?OF V'J QG
? Y
Gregory J. Thorpe, Ph.D.
Acting Director
Division of Water Quality
Donna Jackson
City of Raleigh
Public Utilities Dept.
PO Box 590
Raleigh, NC 27602
October 4, 2001
DWQ # 01-1238
Wake County
APPROVAL of 401 Water Quality Certification and Authorization Certificate per the Neuse River Buffer Protection
Rules (15A NCAC 26 .0233)
Dear Mr. King:
You have our approval, in accordance with the attached conditions, to impact 16,000 square feet of stream buffers for
the purpose of constructing the Southeast Raleigh Sanitary Sewer Improvements as described in your application dated
August 16, 2001. This letter shall act as your approved Authorization Certificate for impacts to the protected riparian buffers
as required under 15A NCAC- 2B .0233(8). In addition, you should get any other federal, -state or local permits before you
go ahead with your project including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply
Watershed regulations. Also this approval will expire when the accompanying 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. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification.
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 which conforms to
Chapter 150B 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 John Dorney at 919-733-1786 or Steve Mitchell at 919-571-4700 in our Raleigh Regional
Office.
Attachment
micnaei r. tasiey, uovernor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Sincerely,
Gregory J. Thorpe, Ph.D.
Acting Director
cc: USACE Raleigh Field Office
Raleigh DWQ Regional Office
Central Files
File Copy
Mark Fisher; WK Dickson; 5540 Centerview Dr.Suite 315; Raleigh, NC 27606
N. C. Division of Water Quality 1650 Mail Service Center Raleigh, NC 27699-1650 [phone]
01-1238
M
Customer Service
1 800 623-7748

Kerr T. Stevens
Division of Water Quality
Z , 20001
UkLe C unty
DWQ Project# 01-la--38
APPROVAL of 401 Water Quality Certification and Neuse River Buffer Rules ,be
4?
0 5 0 co'v"S"in lC?? ?? ?SGU,
You have our approval, in accordance with the attached condition , to t W4,ftl- in
6) for the purpose of as you
5Q, described in your application dated rp ),
d
Mber
T a
of Engligeer laeue- I. This approval is also valid for the Neuse River buffer rules (15A NCAC 213
.0233). In addition, you should get any other federal, state or local permits before you go ahead with
your project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater, Non-
Discharge and Water Supply Watershed regulations. Also this approval will expire when the
accompanying 404 or CAMA permit expires unless otherwise specified in the General
Certification,,
This appoval is only valid for the purpose and design that you described in your application. If
you change your project, you must notify us and send-us a new application. If the property is sold, the
new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. This approval shall expire when the corresponding Nationwide Permit
expires or as otherwise provided in the General Certification. If total wetland fills for this project (now
or in the future) exceed one acre, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). For this approval to be valid, you must follow the conditions listed in the attached
certification.
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, which conforms to Chapter 1508 of the North Carolina General Statutes to the .
Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and
its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Wat r -ality under-Section 401 of the Clean
Jl?later-AeUf You-have anv ouestlonS: nleasP tPlAnhnnP ,, Oaf ?? ova-797 ??oc -- '-
ISN'T
Tcorm-
DWQ Regional Office
File Cop = g
Central Files
fy)
Wetlands/401 Unit: [phone]
Fax: [phone]
Michael F. Easley
Governor
William G. Ross,Jr.Secretary
Department of Environment and Natural Resources

l\/C 2,76 DI,.,
0 F, .U i ck54n, rj S'I G
of Water Quality 1650 Mail Service Center Raleigh, NC 27699-1650
Re: tracking notice, RRO, Sept 7, 2001
Subject: Re: tracking notice, RRO, Sept 7, 2001
Date: Mon, 10 Sep 200108:10:21 -0400
From: Steve Mitchell <[e-mail]>
To: Beth Barnes <[e-mail]>
Found it.
01-1206 ISSUE if 5 to 1 ratio is met for COE and/or WRP will accept
01-1105 ISSUE project neede to stabilize area behind WTP and lift
station
Y01-1238 ISSUE plans state a minimum of 50 feet from creeks.
01-1107 ISSUE if stormwater OK w/Todd
01-1140 HOLD plans indicate removal of pond. Did not evaluate for
NBR. Do not remember it being on ground either.
Beth Barnes wrote:
> Many thanks, and we will sentd 01-1140.

> Steve Mitchell wrote:

> > Do not have 01-1140 Will work on other this weekend.

> > Beth Barnes wrote:

> > > Hi, Mitchell:
> > > Whats new..... besides being very busy. Below is this week's
> > > Tracking Notices for the Raleigh Regional Office. The Central Office
> > > has not received your recommendations for this project as Sept 7,
> > > 2001. if you have not received the specified applicati on(s), please let
> > > me know; the application will be FAXED to you.

> > > TRACKING:
> > > DWQ NO. Project County Permit Type Received Expires
> > > 1. 011121 Durham NW12,14,39 7/20/01 9117101
> > > 2. 011140 Wake NBR 7/28/01 9125101
> > > 3. 011206 Wake IP 818101 1015101
> > > 4. 011238 wake NW 12? 8116101 10112101

> > > TARDY:
> > > 1. 011105 Edgecombe TPBR 7/17/01 9114101
> > > 2. 011107 Wake NW 12, 14, NBR 7119101 9114101

> > > Please use the stall recommendation sheet in Filemaker Pro.

> > > Thanks for your prompt attention.
> > > Beth Barnes
1 of 1 9/10/0111:05 AM
..1
?? WK
r DICKSON
Engineers • Planners • Surveyors
Landscape Architects
ri I
August 16, 2001
Mr. John Dorney
North Carolina Division of Environment and
Division of Water Quality Section
Wetlands/401 Certification Unit
Central Office
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604-2260
Natural Resources
411233
Re: Pre-Construction Notification Application Form
Neuse River Riparian Buffer Rules
Southeast Raleigh Sanitary Sewer Improvements
City of Raleigh Public Utilities Department
Project 00815.50 File E
Dear Mr. Dorney:
The City of Raleigh Public Utilities Department has contracted with W.K. Dickson & Co.,
Inc. for design of a two 8 inch gravity sanitary sewer outfalls to serve the Farmington Woods
subdivision and adjacent areas and the Ujama Drive area in southeast Raleigh. This project
will benefit CORPUD by eliminating two sanitary sewer lift stations.
This project entails installing approximately 4,300 linear feet of 8" gravity sanitary sewer for
the Farmington Woods portion and approximately 1,020 linear feet of 8" gravity sanitary
sewer for the Ujama portion. Total land disturbing activity is estimated to be 2.5 acres and
erosion and sedimentation control plans and financial responsibility form have been
submitted to the Land Quality Section.
We have confirmed that the proposed water main will come into conflict with the Neuse
River Riparian Buffer and therefore, limited disturbance will occur in these identified
protected areas. Since written approval is sought solely for the Buffer Rules affected by this
project, an application fee is not warranted.
5540 Centerview Drive
1 Suite 315
Raleigh, North Carolina 27606
919.851.6364
Fax [phone]
www.wkdickson.com
other Offices:
Asheville, NC
Atlanta, CA
Boca Raton, FL
Charlotte, NC
Columbia, SC
Hickory, NC
Wilmington, NC
Enclosed for your review and approval are one original copy and 6 copies of the Pre-
construction Notification Application Form with the attached information:
• Attachment B - USGS Quad Map showing project area
® Attachment C - UTM coordinates for project and affected bodies of water/streams
• Attachment D - Soils Map for the project area
• Attachment E - Wetlands Map for project area
• Copy of Construction Plans with Technical Specifications
If you have any questions or comments, please call me at [phone].
Sincerely,
W.K. Dickson & Co., Inc.
PP
Mark Fisher, P.E.
Project Manager
Enclosure
cc: Donna Jackson, PE Construction Projects Administrator w/ enclosures except Design
Plans and Specifications
File 00815.50 E w/ enclosures except Design Plans and Specifications
lAProjects\0081550%jermitting & Approval s\ljdorney081601.doc

011238
00
a
Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
htm.
http://www.saw.usace.artny.mil/wetlands/Penn_app.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.anny.mil/wetlands/regtour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.ne.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 13
CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (LAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http://www.saw.usace.army.mil/wetlands/nwpfinalFedReg.pdf.
Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/newetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 13
Office Use Only: 011233 Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit
Section 10 Permit
401 Water Quality Certification
® Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested:
General
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here:
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: City of Raleigh Public Utilities Department
Mailing Address: P.O. Box 590
Raleigh, NC 27602
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: jacksonds(araleigh-nc.org
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: . NOT APPLICABLE
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
Page 3 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 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. See attached
construction drawings and Attachment B, USGS Quad Map. See Attachment D for Soil
Surveys.
1. Name of project: Southeast Raleigh Sanitary Sewer Improvements
2. T.I.P. Project Number (NCDOT Only): Not Applicable
3. Property Identification Number (Tax PIN):See Attachment A
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): Proposed outfalls serve Farmington Woods
subdivision and Ujama Drive
Directions to site (include road numbers, landmarks, etc.): See vicinity map included on
Construction Drawings
5. Site coordinates, if available (UTM or Lat/Long): See Attachment C
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Wooded and undeveloped at this present time; zoned primarily R-6
7. Property size (acres): Farmington Woods = 182 acres/ Ujama = 30.5 acres
8. Nearest body of water (stream/river/sound/ocean/lake): unnamed tributaries to Big Branch
Page 4 of 13
9. River Basin: Neuse River Bason
(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.ne.us/admin/maps/.)
10. Describe the purpose of the proposed work: 8" gravity sewer outfalls to abandon existing
"Farmington Woods" and "Ujama" pump stations; proposed seweres will tie into existing
CORPUD's sanitary sewer outfalls
11. List the type of equipment to be used to construct the project: Trenching equipment
such as rubber tire backhoes, trackhoes for pipeline and manhole installation; tandem trucks
to haul pipe, manholes, appurtenances and miscellaneous equipment; bulldoziers for clearing
and grubbing; and dump trucks for hauling debris
12. Describe the land use in the vicinity of this project: Zoned for future high density
residential
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.
Not applicable
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: Not applicable
Page 5 of 13
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet. See Attachment E for Wetlands Survey.
1. Wetland Impacts-NO WETLANDS TO BE IMPACTED BY PROJECT. POND IS
ADJACENT TO PROJECT AREA BUT WILL NO BE IMPACTED. SEE BELOW.
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
Pond adjacent to
Carolina Biblical
Gardens
No impact
0
No Pond is fed by
unnamed
tributary to the
Big Branch PUBhh (Palusb ine
Unconsolidated Bottom
Permanently Flooded
Dike/Impoundment

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http:/lwww.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 5 acres
Total area of wetland impact proposed: 0 acres
2. Stream Impacts, including all intermittent and perennial streams
Page 6 of 13
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
(indicate on map) (linear feet) Before Impact (please specify)
Intermittent (PFOIA

Farmington A Sewer Utility
6 Unnamed tributary to
6' - Palustrine forested
open water broad
Crossing Big Branch leaved deciduous
temporarily flooded)
Intermittent (PFOIA
Farmington B Sewer Utility 9' Unnamed tributary to 91 - Palustrine forested
open water broad
Crossing Big Branch leaved deciduous
temporarily flooded)
Intermittent (PFOIA

Ujama A Sewer Utility

10, Unnamed tributary to ,

8
- Palustrine forested
open water broad
Crossing Big Branch leaved deciduous
temporarily flooded)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 25 feet
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S. - NO IMPACT TO OPEN WATERS. SEE ITEM NO. 1 FOR
OPEN WATERS ADJACENT TO PROJECT AREA.
Open Water Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres)
Name Wat)
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

Page 7 of 13
List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): [] uplands R stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Temporary construction access will be provided through existing CORPUD sanitary sewer
easements. Temporary stream crossings will be provided via the ford method or temporary
culverts (twin pipes) installed within the stream. Temporary silt fences will be installed along
the low end side of the disturbance area to collect fines, silt and other sediment until permanent
erosion controm methods such as seeding and mulching are established. Where streams are
crossed, the crossing will be perpendicular to the banks and the slopes will be stabilized with
filter fabric and rip rap. The sewer will be encased in concrete for the entire stream width or a
minimum of 25 linear feet. Lastly, the sewer has been located a minimum of 50 feet from the
top of the banks.
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
Page 8 of 13
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stnngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
MITIGATION IS NOT REQUIRED. LESS THAN 150 LF OF TOTAL IMPACT
TO PERENNIAL/INTERMITTENT STREAMS.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
Page 9 of 13
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NC WRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes F] No ® Funded by CORPUD
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 F-1 No R
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 R No R
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Neuse 15A NCAC 2B
.0233 )?
Yes ® No F] If you answered "yes", provide the following information:
Page 10 of 13
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 Multiplier Required
(square feet) Mitigation
0.22 AC RES 0.65 ACRES
1 Farmington Woods - 6,000 SF 3 18,000 SF
Ujama - 3,500 SF 10,500 SF
1.2 ACRES 1.8 ACRES
2 Farmington Woods - 36,000 SF 1.5 54,000 SF
Ujama - 16,000 SF 24,500 SF
1.42 ACRES 2.4 ACRES
Total Farmington Woods - 42,000 SF 72,000 SF
Ujama - 19,500 SF 34,500 SF
/-one i extenas oui su ieer perpenaicuiar from near nanx or cnannei; /-one Z extenas an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
Buffer mitigation is not required since the crossings are deemed allowable and are
perpendicular crossings that disturb greater than 40 linear feet but less than or equal to 150 linear
feet of riparian buffer with a maintenance corridor equal to or less than 10 feet in width.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Not applicable
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Not applicable- outfall sewer conveys waste to existing outfall sewer
Page 11 of 13
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes [] No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Not applicable
JLWX",
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell Union
US Army Corps of Engineers Avery Clay Jackson Polk Watauga
151 Patton Avenue Buncombe Cleveland Lincoln Rowan Yancey
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham Wilson
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes Yadkin
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax: [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Page 12 of 13
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
North Carolina State Agencies
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 27699-4617
Telephone: [phone]
Fax: [phone]
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
Page 13 of 13
NT-iitcryr?tNi ¢
?<• s,
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
78° 7'30 715000m. E. 716 f"lrRA (U.S. 64) 2 MI. 1 217 7
35°45+ 18 35
395800om.ry z50
\\ ,
3957 \ .??cvl` - ii I r _ \ ( \?? I `H
lu
r
3956 F'',) •r ', `•? ••?? ' ?,µ`? .? C."
?? I ?, y \II Z50
O t-. -../. 300
Q? F' I 3°
42'3011
'a 70 T?( 9`° (? ?? X41
/ -
• r ? .? ?'Il/Ha hape I ? 8•
?, • , ?: `??, • - ' Via. • ? ? ` __ ? ? ?
?:- }t' : . • ., 1 "; 1 „ ti J7 <? GARNER, N. C.
SCALE 1:24 000 NE/4 GARNER 15' QUADRANGLE
1 2 0 1 MILE 35078-F5-TF-024
1000 0 1000 2000 3000 4000 5000 6000 7000 FEET
1964
1 .5 0 1 KILOMETER PHOTOREVISED 1987
DMA 5255 11 NE-SERIES V842
CONTOUR INTERVAL 10 FEET
NATIONAL GEODETIC VERTICAL DATUM OF 1929
UNITED STATES
DEPARTMENT OF THE INTERIOR
GEOLOGICAL SURVEY
78°7'301' 115000m.E. 116 RALEIGH (U. S. 641 2 MI. 1117
35°45.'+ f
?1I
0
ii
3958000m.N.? 4b ti? -c..??? ; •I
o
?a o
J
3957 J
? ? \J >--<- - ? o
U
2 -?
L-,( tiff
260
!1 G n u u
3956 N? l
?
3 1 300
.Ij I\... ??1 \1
'mo
_ 'w' ?'? :err . ?? .1T !/:. / ? ill J n•\/?
42'30"
-k < 5u
r-+ 8• ?
Ha hape _
-' : al,?i.•?i?• ??I ' -1 - ti ._ _ ?? ?__ GARNER, N. C.
SCALE 1:24 000 NE/4 GARNER 15' QUADRANGLE
1 - i 0 - 1 MILE 35078-F5-TF-024
1000 0 1000 2000 3000 4000 5000 6000 7000 FEET
1964
1 .5 0 1 KILOMETER PHOTOREVISED 1987
DMA 5255 11 NE-SERIES V842
CONTOUR INTERVAL 10 FEET
NATIONAL GEODETIC VERTICAL DATUM OF 1929

118 35' .17
/71 1 -1.-fr -i6f1 l C-

r
YY ^

r DICKSON WKD NO. DO$/f $a
Engineers • Planners • Surveyors
Landscape Architects
SHEET NO. OF1
JOB NAME 7ywwr $7 RAtEiFrNAl1vt QY5Ew4e COMPUTED BY -rB DATE oVO//0/
rn1 PROYE,MENTS
CLIENT C0RPND CHECKED BY MF DATE oV-oI o?

TOL° \; = _2118951..' 44 ? D3. X= Lll?% ?fP.T(???
s 7ZZ,-9439 Y= Z??32.2921

Z71) 2S2
5? sue. 56
w???.???' a?_; X33. ?,= zll s?s.ro?s't X3'8; x= znt3e?P zrz?

s f ;

i

c
, i

i r

i
11TTAc111$fE1V7- J---'
r
r?
Ujama -- Soils Map
t ? f4`
Anrl
http://imaps.co.wake.ne.uslscriptslesrimap.dll?Name=Wake&Cmd=Prt&Left=2113015.025563.9 6/25/01
/7 / me /rr?i?uv/ 1
Flood Prone Soils
Soil Classification Description
Bu Buncombe soils.
WY Warsham sandy loam.
AgC2 Appling gravelly sandy loam, 6 to 10 percent slopes, eroded
ApB Appling sandy loam, 2 to 6 percent slopes
ApB2 Appling sandy loam, 2 to 6 percent slopes, eroded
ApC Appling sandy loam, 6 to 10 percent slopes
ApC2 Appling sandy loam, 6 to 10 percent slopes, eroded
ApD Appling sandy loam, 10 to 15 percent slopes
CeB Cecil sandy loam, 2 to 6 percent slopes
CeB2 Cecil sandy loam, 2 to 6 percent slopes, eroded
CeC Cecil sandy loam, 6 to 10 percent slopes
CeC2 Cecil sandy loam, 6 to 10 percent slopes, eroded
CeD Cecil sandy loam, 10 to 15 percent slopes
CeF Cecil sandy loam, 15 to 45 percent slopes
DuB Durham loamy sand, 2 to 6 percent slopes
DuB2 Durham loamy sand, 2 to 6 percent slopes, eroded
DuC Durham loamy sand, 6 to 10 percent slopes
DuC2 Durham loamy sand, 6 to 10 percent slopes, eroded
Gu Gullied land
LdB2 Lloyd loam, 2 to 6 percent slopes, eroded
LdC2 Lloyd loam, 6 to 10 percent slopes, eroded
LdD2 Lloyd loam, 10 to 15 percent slopes, eroded
LoB Louisburg loamy sand, 2 to 6 percent slopes
LoC Louisburg loamy sand, 6 to 10 percent slopes
LoD Louisburg loamy sand, 10 to 15 percent slopes
VaB Vance sandy loam, 2 to 6 percent slopes
VaB2 Vance sandy loam, 2 to 6 percent slopes, eroded
VaC2 Vance sandy loam, 6 to 10 percent slopes, eroded
w Water
WkC Wake soils, 2 to 10 percent slopes
ME Wake soils, 10 to 25 percent slopes
WmB Wedowee sandy loam, 2 to 6 percent slopes
WmB2 Wedowee sandy loam, 2 to 6 percent slopes, eroded
WmC Wedowee sandy loam, 6 to 10 percent slopes
WmC2 Wedowee sandy loam, 6 to 10 percent slopes, eroded
WmD2 Wedowee sandy loam, 10 to 15 percent slopes, eroded
WmE Wedowee sandy loam, 15 to 25 percent slopes
source: http://imaps.co.wake.nc.us/imaps/help/FloodSoil.htm
- - : yrvl,EivT'
GABNEP,:; N. C.
78!37'30"`.: 7I6 *E 716 Rake+or4.iU.S. as Q:Mi. ?ll X18 35'
X5'45'
lC /•?''? @#_ !?i \ %.
?? S 1
? rr ).. j?t\
r
51
jo,
,mss + ? • ? ? , ? ? :- ?' ?C? .' ( J? l ?\ ? (??. -='\`?r J? ?t.?). ?...
r i
5
W ? ' I
- .,?'` =l-"' 370:. ? -.. ? ? ? ... ? •
US, DEPARTMENT,;OPTHE INTERIOR
.
70
42'30"
' FISH ANp WILDLIFE SERVICE
350 'Prepared by,NoM nal Wetlands Inventory
f ' 'N• Base map provided by the:United States,beorogical Survey..
.. 199'5.`.."
SCALE 1:24000
I MILE
two 0 1000 2000 3000 4000.- . 5000 660Q 7000 FEET
.'...I'. :? 5 -. ... ,.0 ,... .: ,, .... ,: 1 KILOMETER
? ?. ? ... .

01 123 3
CONTRACT DOCUMENTS AND SPECIFICATIONS
for
SOUTHEAST RALEIGH
SANITARY SEWER IMPROVEMENTS
WKD #00815.50
JUNE 2001
Prepared for
City of Raleigh Public Utilities Department
PO Box 590
Raleigh, NC 27602
Plans & Specifications
Prepared by
W. K. Dickson & Co., Inc.
Raleigh, NC
919/851-6364
TABLE OF CONTENTS
Southeast Raleigh
Sanitary Sewer Improvements
1
Advertisement for Bids ...............................................................................AB: 1-2*
' Instructions to Bidders ................................................................................. IB: 1-9*
Bid Form (Bid Schedule) ..................................................................... BF(REV): 1-5*
Bid Bond .................................................................................................... BB: 1-2*
Agreement ................................................................................................... A: 1-3 *
Payment Bond ............................................................................................ PB: 1-2*
Performance Bond ...................................................................................... PB: 3-4*
' Notice Of Award .......................................................................................... NA: 1 *
Notice To Proceed ........................................................................................ NP: I*
Change Order .............................................................................................. CO: 1 *
Application and Certification for Payment ..................................................PPE: 1-2*
Standard General Conditions ................................................................... GC: 1-42*
Supplementary Conditions ........................................................................ SC: 1-17*
* CORPUD to provide. WKD to provide Bid Schedule.
' WKD SPECIFICATIONS
I Section # / Section

r
00220 Soils Investigation Data ..................................................................00220 - 1
02110 Clearing and Grubbing ............................................................. ..02110- 1-2
02222 Excavating, Backfilling & Compacting for Utilities ..................... ..02222 - 1-9
02231 Subgrade .................................................................................. ..02231 - 1-3
02235 Aggregate Base Course ............................................................. ..02235 - 1-2
02270 Erosion and Sediment Control .................................................. ..02270 - 1-2
02271 Engineering Fabrics .................................................................. ..02271 - 1-3
02274 Plain Rip Rap ............................................................................ .....02274 - 1
02275 Stone for Erosion Control .......................................................... ..02275 - 1-2
02277 Temporary Silt Fence ................................................................ ..02277 - 1-3
02527 Concrete Curb, Curb and Gutter, and Gutter ............................. ..02527 - 1-2
02575 Paving Repair and Resurfacing .................................................. ..02575 - 1-3
02601 Manholes and Related Materials ................................... .02601 - 1-6
02730 Force Mains and Gravity Sewers ............................................... 02730 - 1 -14
02933 Seeding and Mulching .............................................................. ..02933 - 1-6
03300 Cast-In-Place Concrete .............................................................. 03300 - 1 -1 6
Special Provisions ............................................................................... ........SP - 1-6
Page No.

J
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
TOC-1

SECTION 00220 - SOILS INVESTIGATION DATA
The geotechnical information was compiled by Law Engineering.
This is only an aid to the Contractor during the bidding and construction phases and does
not guarantee the soil conditions at the project sites. No additional compensation will be
given to the Contractor if actual soil conditions within the project limits vary from those
described in the soils reports. The Contractor may, and is encouraged to, at his own
expense, make his own investigation of the actual soil conditions at the project sites. The
soils report must be requested from WK Dickson prior to bid.
END OF SECTION
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
00220-1
SECTION 02110 - CLEARING AND GRUBBING

1. DESCRIPTION:
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.
1.2 The grubbing work covered by this section consists of removing and
properly 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.
1.3 The work of clearing and grubbing shall also include the removal and
satisfactory disposal of crops, weeds and other annual growth; the removal
and satisfactory disposal of 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.
1.4 Clearing and grubbing operations shall be completed sufficiently in advance
of trenching 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.
1.5 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.
2. MATERIALS:
2.1 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
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02110-1
SECTION 02110 - CLEARING AND GRUBBING
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 1, 1990, 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.
I3.2 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.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 Clearing and grubbing shall include all clearing and grubbing within clearing
limits as shown on the drawings. This item shall include labor, equipment
and materials to clear indicated areas suitable for pipeline installation.
Payment shall be per acre cleared.
END OF SECTION

Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02110-2
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 NCDOT standard specifications was obtained from "Standard
' Specifications for Roads and Surfaces" published by the North Carolina Department of
Transportation. Unless otherwise noted, the most current date published applies.
' 1.2 Related Work: Reference the following specifications for related work:
' 02210 Clearing and Grubbing
02270 Erosion and Sediment Control
02575 Pavement Repair and Resurfacing
' 02730 Force Mains and Gravity Sewers
02933 Seeding and Mulching
' 2. 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 1 1/4" - 1-1/2" well graded stone including coral,
slag, cinders, crushed stone and crushed
shells

Class II GM Coarse gravel well graded
' GP Coarse gravel poorly graded
SW Coarse sands well graded
SP Coarse sands poorly graded
Class III

GM Silty-sandy gravel
GC Clayey-sandy gravel
SM Silty-sands
SC Clayey-sands
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02222-1
SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
Class IV ML Inorganic silts and fine sands

Fill material shall exhibit a plasticity index of less than 20, and Standard Proctor maximum
' density at optimum moisture greater than 90 pounds per cubic foot.
' 2.1.1 The following materials are unacceptable:
Unified Class Description
' Class IV CL Inorganic clays - low plasticity
MH Inorganic elastic silts
' CH Inorganic clays - high plasticity
' Class V OL Organic silts
OH Organic clays
PT Highly organic soil
' 2.2 Washed Stone: Stone material where indicated shall be crushed stone or gravel of
strong, durable nature and shall conform to standard size No. 57 per NCDOT Section
' 1000.
2.3 Class C Concrete: Minimum 28-day compressive strength of 2000 psi.
3. 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

Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-2
SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
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 Prior to any excavation or construction, the contractor shall locate all existing
utilities in the filed. If help is needed in locating utilities operated by the Public Utilities
Department, the contractor should contact the Operations Division (250-2737).
3.2.2 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. A street cut permit is required. All cuts of city streets must be patched the same
' day. Pavement cuts shall be confined to a maximum trench width as shown on the plans,
plus six inches on either side.
3.2.3 Unless otherwise noted, trench width shall be a minimum of six inches plus outside
diameter of pipe and a maximum of twenty-four inches plus outside diameter of pipe,
unless additional trench width is required by OSHA. Trench width shall be measured
between the faces of the cut at the top elevation of the pipe bell as shown in the details on
the drawings.
t 3.2.4 Trench bottom conformation, where no special bedding is required, may be that
referred to herein as flat bottom where the trench bottom is excavated slightly above grade
' and cut down to pipe grade by hand in the fine-grading operation. Where the trench
bottom is inadvertently cut below grade, it shall be filled to grade with an approved
material and thoroughly tamped.
3.2.5 The maximum length of open trench shall be no more than two hundred feet unless
approval is obtained from the Public Utilities Director.

3.2.6 The contractor shall, at the contractor's own expense, keep all trenches free from
water during the excavation for construction of sewer mains. The water shall be pumped
out of the trench or build check dams to keep it out of the ditch in such a manner as not to
cause injury to the public health, private property or the work in progress. Erosion control
measures shall be taken during this pumping.
3.2.7 In trenches where water is present or dewatering is required, the trench shall be
stabilized with #67 stone. When the contractor encounters materials during trench
excavation, at the opinion of the inspector or Public Utilities Director, that is unsuitable
(i.e. "muck"), this material shall be replaced with material that is considered suitable prior
to the pipe laying operations. In this case, construction fabrics may be required to prevent
the migration of side support away from the pipe.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-3

H
7
7

1

SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
3.2.3 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.
3.2.4 The Contractor shall erect, maintain, and safeguard temporary bridges, walkways, or
crossings in such a manner as to cause minimum traffic interruption, both pedestrian and
vehicular. Utilities such as fire hydrants, valves, etc. shall be accessible at all times.
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 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
Public Utilities Director or 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 excavated to the same limits as earth excavation except that the
trench shall be made six inches lower than the outer bottom of the pipe, and this six
inches shall be refilled with six inches of #67 stone and thoroughly compacted to
the sub-grade level.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-4
I SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
'
3.5 Blasting: Prior to commencing any blasting operations the Contractor shall notify
the Engineer and obtain a blasting permit from the City of Raleigh Fire Marshal's Office.
' The application shall be obtained 24-hours before any blasting takes place, and the Fire
Marshal may specify the hours of blasting. The contractor shall take all necessary
precautions to protect life and property, including the use of an approved blasting mat
where there exists the danger of throwing rock or overburden. The contractor shall keep
the explosive materials that are on the job site in specially constructed boxes provided with
' locks. Failure to comply with this specification shall be grounds for suspension of blasting
operations until full compliance is made. No blasting shall be allowed unless a
galvanometer is employed to check cap circuits. Where blasting takes place within five
hundred feet of a utility, structure or property which could be damaged by vibration,
concussion or falling rock, the contractor shall be required to take seismograph reading
and to keep a blasting log containing the following information for each and every shot.

1) Date of shot
2) Time of shot
' 3) Crew Supervisor
4) Number and depth of holes
5) Approximate depth of overburden
' 6) Amount and type of explosive used in each hole
7) Type of caps used (instant or delay)

' 8) The weather
9) Seismograph instrument and readings

This blasting log shall be made available to the Public Utilities Director or Engineer upon
' request and shall be kept in an orderly manner. It shall be the contractor's responsibility to
have adequate insurance to cover any damages resulting from blasting so to save the City
of Raleigh harmless from any claims.
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.

I

3.5.2 Permission to Blast: Unless otherwise specified by the Fire Marshall, 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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-5
SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
4. STRUCTURE EXCAVATION AND BACKFILL:
' 4.1 Structure Excavation shall be made at the location for the sanitary sewer manholes
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.
' 4.1.1 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).
I4.1.2 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.
4.1.3 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.
' 4.2 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:

Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-6
SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
Percent of Maximum Density
at Optimum Moisture Location
' 98 Top 12" of fill pavement or surfacing.
' 95 Full depth beneath all roads - paved of unpaved,
driveways, sidewalks and undercut backfill for
structure excavation.
90 All other areas not defined above.
' 4.2.1 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 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.
4.2.2 Unless otherwise approved by the Engineer, liquid-retaining structures shall not
be backfilled until tested for leakage.
5. UNSTABLE SUBGRADE:
5.1 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 excava-
tions, 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 67. 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 #67 stone at the
Contractor's option. A 24-hour cure must be given before proceeding with the work).
' 6. SITE GRADING:
6.1 Excavation and trench excavations shall be made to the exact elevations, slopes,
limits, and details shown on the plans.
' 6.1.1 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.
' 6.2 Fill: Shall incorporate only acceptable materials defined herein. It shall not contain
organic material, roots, debris or rock larger than 6 inches in diameter.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-7
' SECTION 02222 - EXCAVATING, RACKFILLING & COMPACTING FOR UTILITIES
6.2.1 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.
6.2.2 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.
6.2.3 Rock shall not be incorporated in fill sections supporting pavement or structures.
' 6.2.4 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.
6.2.5 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.
6.3 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).
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.
' 7. COMPACTION TESTS:
The Owner, or its authorized representatives, reserve the right to perform compaction tests
' on any or all portion(s) of backfill placed at no cost to the Contractor. However, in the
event the compaction of this backfill is not in compliance with the specification, then the
Contractor shall take corrective measures at no cost to the Owner to bring the backfill
' Southeast Raleigh Sanitary Sewer Improvements
' WKD # 00815.50 June 2001 02222-8
SECTION 02222 - EXCAVATING, BACKFILLING & COMPACTING FOR UTILITIES
' within the limits of the specifications. The Contractor shall then be responsible for
reimbursing the Owner all costs associated with the performance of compaction test(s) in
' those sections of the backfill that failed the initial compaction test(s).
8. SITE RESTORATION:
8.1 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.
8.2 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.
' 8.3 All cuts, fills and slopes shall be neatly dressed off to the required grade or subgrade,
as indicated on the plans.
8.4 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.
' 9. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
Excavating, backfilling & compacting for utilities shall not be measured and paid for as
' such but shall be treated as incidental work except where otherwise noted. Where
excavating, backfilling & compacting for utilities is treated as incidental, its cost shall be
included in the prices bid for installation of the sanitary gravity sewers.
' Rock Excavation shall include excavation and off-site disposal of trench material which is
classified as rock by the Engineer according to specification requirements. Payment shall
' be per cubic yard as cross-sectioned and measured in the trench prior to removal. In order
to establish contract unit prices, and comparison of bids, rock excavation quantities have
been approximated and are not based on actual soils reports.
' Select Backfill shall include off-site backfill furnished for trench backfill when authorized
by the Engineer and compacted in place. Payment shall be per cubic yard and shall
' include removal and off-site disposal of wet and unsuitable soils.
Stabilization stone shall include No. 67 stone placed and compacted, when authorized by
' the Engineer. Payment shall be per ton used measured in place, when authorized by the
Engineer. Density of stabilization stone for computation of tonnage shall be 1.67
tons/cubic yard.
END OF SECTION
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02222-9

C!
7

u

11

0
1
SECTION 02231 - SUBGRADE
1
2.
DESCRIPTION:
1.1 The work covered by this section consists of the preparation, shaping and
compaction of either an unstabilized or stabilized subgrade, suitable for the
placement of the sanitary sewer manholes, sewers, etc. as called for on the
plans. The Contractor shall furnish all equipment, tools, labor and materials
necessary to complete the work in accordance with the plans and
specifications.
MATERIALS:
2.1 Water: Water shall be clean and free from oil, salt, acid, alkali, organic
matter or other substances detrimental to the finished product. Water shall
not contain more than 100 ppm chlorides nor more than 500 ppm dissolved
solids, and shall have a pH in the range of 4.5 to 8.5.
2.1.1 Water from a city water supply may be accepted without being
tested. Water from other sources shall be tested in accordance with
AASHTO T26, unless the requirement for testing is waived by the
Engineer. The cost of testing water shall be paid by the Contractor.
2.2 Lime: Quicklime and Hydrated Lime for soil stabilization shall meet the
requirements of ASTM C977 except that it shall contain a minimum of 90
percent available calcium oxide (CaO) on an 1-01-free basis.
2.2.1 Hydrated Lime shall have a minimum of 85 percent passing a No.
200 sieve.
2.2.2 Quicklime shall meet one of the following gradation requirements:
"A" Gradation M Passing)
3/4 In. Sieve - 100%
1/8 In. Sieve - 0% to 5%
"B" Gradation M Passing)
No. 6 Sieve 100%
2.2.3 The Contractor shall furnish material certifications with each
shipment of lime attesting that the lime meets the requirements of
the specifications; however, the material shall be subject to
inspection, test or rejection by the Engineer at any time.
2.3 Stabilizer Aggregate:
2.3.1 Stabilizer Aggregate shall consist of crushed stone or gravel or other
similar material having hard, strong, durable particles free of
adherent coatings.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02231-1
SECTION 02231 - SUBGRADE

STABILIZER AGGREGATE
GRADATION ACCEPTANCE CRITERIA
Column A Column B
' Sieve Size % Passing
1'/2" 98 - 100
' ill 60 - 100
'/2" 36- 84
No. 4 21- 61
' No. 10 10- 50
No. 40 0- 34
No. 200 0- 13
'
Material Passing No. 40 Sieve
' L. L. 0- 30
P. 1. 0- 6
' 3. INSTALLATION:
3.1 General Requirements: All subgrade preparation shall conform to Section
' 500 of the "Standard Specifications for Roads and Structures" dated January
1, 1990, published by the North Carolina Department of Transportation.
3.1.1 The subgrade for structures shall be shaped to conform to the lines,
grades and typical sections shown on the plans or established by the
' Engineer. All vegetation, organic matter or other deleterious
material shall be removed and properly disposed of by the
Contractor. Nor shall the soil contain stone or gravel larger than 2
' inches for the full depth of the specified subgrade thickness. In
areas where the subgrade is to be stabilized with aggregate, the
subgrade surface may be left uniformly below grade to provide for
' the addition of the stabilizer aggregate.
3.1.2 All material to a depth of 12 inches below the finished surface of
' the subgrade shall be compacted to a density equal to at least 100
percent maximum density per AASHTO T99.
' 3.1.3 A tolerance of plus or minus 0.1-+ foot from the established grade
will be permitted after the subgrade has been graded and
compacted to a uniform surface.
F-
I

3.3 Lime Stabilized Subgrade: Where the existing soil is incapable of providing
adequate foundation for structures or where called for on the plans, the
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02231-2
SECTION 02231 - SUBGRADE
' subgrade may be stabilized using lime. The treatment of subgrade soils with
lime shall be in conformance with Section 501 of the "Standard
' Specifications for Roads and Structures" dated January 1, 1990, published by
the North Carolina Department of Transportation.
' 3.4 Aggregate Stabilized Subgrade: Where the existing soil is incapable of
providing adequate foundation for structures or where called for on the
plans, the subgrade may be stabilized using aggregate. The treatment of
' subgrade soils with aggregate shall be in conformance with Section 510 of
the "Standard Specifications for Roads and Structures" dated January 1, 1990,
published by the North Carolina Department of Transportation.
' 4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
' 4.1 All work covered by this section including stabilized or unstabilized
subgrade shall not be measured and paid for as such but shall be treated as
incidental work for the installation of the sanitary sewer manholes and
' sewers.
Contract unit price for stabilization stone has been defined in Section 02222.
' END OF SECTION

L
l1?
r

Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02231-3
SECTION 02235 - AGGREGATE BASE COURSE
' 1. DESCRIPTION:
1.1 The work covered by this section consists of the construction of a base
' composed of an approved aggregate material delivered, placed, compacted
and shaped to conform to the lines, grades, depths and typical sections
shown on the plans or established by the Engineer. The construction of
' aggregate base course shall be in conformance with Section 520 of the
"Standard Specifications for Roads and Structures" dated January 1, 1990,
' published by the North Carolina Department of Transportation.
2. MATERIALS:

2.1 General Requirements: Aggregate base course material shall consist of
crushed stone, crushed or uncrushed gravel or other similar material having
' hard, strong, durable, particle free of adherent coatings.
3. INSTALLATION:
'
3.1 General Requirements: The subgrade shall be prepared as called for on the
plans in accordance with Section 02231 of these specifications prior to
placement of the base material.
3.1.1 The aggregate material shall be placed on the subgrade with a
mechanical spreader capable of placing the material to a uniform
loose depth without segregation except that for areas inaccessible to

' a mechanical spreader, the aggregate material may be placed by
roved b
the En
ineer
th
a
th
d
g
.
pp
y
er me
o
s
o
' 3.1.2 Where the required compacted thickness of base is 8 inches or less,
the base material may be spread and compacted in one layer.
Where the required compacted thickness is more than 8 inches, the
' base material shall be spread and compacted in 2 or more
approximately equal layers. The minimum compacted thickness of
any one layer shall be approximately 4 inches.
' 3.1.3 Each layer of material shall have been sampled, tested, compacted
and approved prior to placing succeeding layers of base material or
1 pavement.
3.1.4 No base material shall be placed on frozen subgrade or base.
3.2 Compaction:
' 3.2.1 Each layer of the base shall be compacted to a density equal to at
least 100% of that obtained by compacting a sample of the material
in accordance with AASHTO T180.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02235-1
SECTION 02235 - AGGREGATE BASE COURSE
3.2.2 The base material shall be compacted at a moisture content which
' is approximately that required to produce a maximum density
indicated by the above test method. The Contractor shall dry or add
moisture to the material when required to provide a uniformly
compacted and acceptable base.
3.2.3 The final layer of base material shall be shaped to conform to the
' lines, grades and typical sections shown on the plans or established
by the Engineer. When completed, the base course shall be
smooth, hard, dense, unyielding and well bonded.
' 3.2.4 After final shaping and compacting of the base, the Engineer will
check the surface of the base for conformance to the grade and
' typical section and determine the base thickness.

u
u

7

3.2.5 The thickness of the base shall be within a tolerance of plus or
minus 0.1 feet of the base thickness required by the plans. The
maximum differential between the established grade and the base
within any 100 foot section shall be 0.1 feet.
3.2.6 Where the base material is placed in a trench section, the
Contractor shall provide adequate drainage through the shoulders to
protect the subgrade and base until such time as the shoulders are
completed.
3.2.7 Where the base or subgrade is damaged, the Contractor shall repair
the damaged area; reshape the base to required lines, grades and
typical sections; and recompact the base to the required density at
no cost to the Owner.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 All work covered by this section shall not be measured but shall be
considered incidental to installation of the sanitary sewer manholes and
gravity sewers.
END OF SECTION
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02235-2
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 control measures shall be performed by the contractor, conforming
to the requirements of, and in accordance with plans approved by the State
of North Carolina Department of Environment and Natural Resources, North
' Carolina Sedimentation Control Commission and City of Raleigh Inspections
Department Erosion Control Division, and as per the erosion control plan
portion of the construction drawings and these specifications. The
' contractor shall not allow mud and debris to accumulate in the streets. The
sedimentation and erosion control plan and permit shall remain on site at all
times. Should the contractor pump water from trenches during construction,
' appropriate siltation preventative measures shall be taken prior to the entry
into any storm drain or stream. All materials used for erosion control shall
be approved by the Engineer prior to installation by the contractor.
1.3 Related Work: See the following sections for related work.
' 1. 02933 Seeding and Mulching
2. 02277 Silt Fence
' 2. MATERIALS:
2.1 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 details
' 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.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02270-1
SECTION 02270 - EROSION AND SEDIMENT CONTROL
' 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.
' 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 temporary or permanent ground cover
' as called for on the construction plans within thirty (30) working
days after disturbance of any areas on the site.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 There will be NO separate measurement for payment made for any work
' covered by these Specifications, as payment for all work in this portion of
the project is considered incidental to the installation of the gravity sewers
and appurtenances.
4.2 Temporary stream crossing (via pipe culverts) shall include all materials,
labor, equipment including temporary coarse aggregate, earth fill covered by
' annular rock, filter fabric and all other materials in accordance with details
on drawings to provide temporary access over streams during construction.
' This item shall also include removal and cleanup. Rip rap installation is a
separate item. Payment shall be made per each installed.
4.3 Temporary stream crossing (Ford) is an alternate method and shall include all
' materials, labor, and equipment including grading, stone, filter cloth and
surface flow diversion as detailed on drawings. This item shall also include
removal and cleanup. Rip rap installation is a separate item. Payment shall
' be made per each installed.
END OF SECTION

u
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02270-2
n

is

C

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. Placement of the fabric shall be an integral function of the 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.
2. MATERIALS:
2.1 Engineering fabric shall have material properties strictly conforming to those
specified in Section 1056 of the "Standard Specifications for Roads and Structures" dated
January 1, 1990, published by the North Carolina Department of Transportation. 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 replaced prior to replacement of the stone, all at no additional cost to the
Owner.
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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02271-1

J
SECTION 02271 - ENGINEERING FABRICS
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.
J

L

J

r
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 Section 893 of the
"Standard Specifications for Roads and Structures" dated January I, 1990, published by the
North Carolina Department of Transportation 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.
t Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02271-2

SECTION 02271 - 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
Strength Retention 6 80 lb. 140 lb. 40 lb. 80 lb.

Fungus Resistance
7 No
Growth No
Growth No
Growth No
Growth
Min. Permeability
(Thickness x Permitivit)
8
0.2 cm/sec.
-
-
-
Min. Flow Rate 8 - - 10 gal/min(ft2 10
a Urn i n/ft2
Typical Application - Shoulder Drain Under Riprap Temporary Silt
Fence
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 There will be NO separate measurement for payment made for any work covered
by these Specifications, as payment for the installation of fabrics is considered
incidental to the silt fence and rip rap.
END OF SECTION
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02271-3
'
SECTION 02274 - PLAIN RIP RAP
' f
1. DESCRIPTION: The work covered by this section consists of the construction o
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.
' 2. MATERIALS:
2.1 Plain rip rap shall conform to Sections 868 and 1042 of the "Standard Specifications
for Roads and Structures" dated January 1, 1990, published by the North Carolina
Department of Transportation.
' 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.
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.
' 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.
' 4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 Rip rap shall include all materials, equipment, labor and supplies, excavation,
' furnishing and placing filter fabric and rip rap material in accordance with the plans
and details and as directed by the Engineer. Payment shall be per cubic yard of each
class rip rap installed.
1
END OF SECTION
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02274-1

' SECTION 02275 - STONE FOR EROSION CONTROL
' 1. DESCRIPTION: The work covered by this section consists of the furnishing,
stockpiling i dire cted, 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.
' 2. MATERIALS:
' 2.1 Stone for erosion control shall conform to Sections 851, 895 and 1042 of the
"Standard Specifications for Roads and Structures" dated January 1, 1990, published by the
North Carolina Department of Transportation.
' 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:
1 Class Size
A 211-611
' 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.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 There will be NO separate measurement for payment made for any work covered
by these specifications, as payment for stone for erosion control is considered
incidental to the installation of temporary rock silt check dams and other erosion
control items specifically listed in the Bid Schedule.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02275-1
i
SECTION 02275 - STONE FOR EROSION CONTROL
4.2 Temporary rock check dams includes rip rap (class as required) and No. 57 stone
placed as required by the plans at locations shown or directed by the Engineer,
maintained in place. Payment shall be made per each installed. This item also
includes check dam removal upon completion of project work.
END OF SECTION
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02275-2

C

SECTION 02277 - TEMPORARY SILT FENCE
1. DESCRIPTION:
1.1 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 Section 893 of
the "Standard Specifications for Roads and Structures", dated January I, 1990, published by
the North Carolina Department of Transportation, Section 6.62 of the "Erosion and
Sediment Control Planning and Design Manual", published by the North Carolina
Sediment Control Commission and all local codes and ordinances, whichever is more
stringent.
2. MATERIALS:
2.1 General Requirements:
2.1.1 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:
2.2.1 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:
2.3.1 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.
2.4 Silt Fence Filter Fabric:
2.4.1 Filter fabric shall meet the requirements of Type 3 Engineering Fabric, Class A or B,
per Section 1056 of the "Standard Specifications for Roads and Structures" dated January 1,
1990, published by the North Carolina Department of Transportation. Silt fence which
incorporates filter fabric meeting the requirements of Section 1056 but which fails to
perform in an acceptable manner shall be replaced with silt fence which is capable of
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02277-1

SECTION 02277 - TEMPORARY SILT FENCE
' acceptable performance. Silt fence should also meet the requirements of the "Charlotte
Mecklenburg Land Development Standards Manual" of latest revision.
' 2.5 Wire Staples:
2.5.1 Wire staples shall be a No. 9 staple and shall be at least 1'/2 inches long.
3. Installation:
' 3.1 General Requirements:
' 3.1.1 The Contractor shall install temporary silt fence as shown on the plans. 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:
' 3.1.4 Post spacing is reduced to a maximum of 6 feet.
3.1.5 The proposed fabric has been approved by the Engineer as being suitable for use
' without the woven wire fence fabric backing.
3.1.6 Fence posts shall be inclined toward the runoff source at an angle of not more than
200 from vertical.
' 3.1.7 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
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02277-2

SECTION 02277 - TEMPORARY SILT FENCE
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.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
Temporary Silt Fence shall include posts, wire fence, fabric, excavation, backfill, anchors,
bracing and minor grading as required or directed by Engineer. Payment shall be per lineal
foot of fence installed. This item also includes silt fence removal upon completion of
project work.
END OF SECTION
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02277-3
SECTION 02527 - CONCRETE CURB, CURB AND GUTTER, AND GUTTER
' 1. DESCRIPTION: The work covered by this Section consists of the construction of
portland cement concrete curb, curb and gutter, concrete noses and concrete gutter
necessary to complete the project. The Contractor shall furnish all equipment, tools, labor
and materials necessary to complete the project in conformance with the plans and
specifications.
' 2. MATERIALS:
2.1 All materials shall meet the requirements of Section 02513, Portland Cement
Concrete Pavement, of these specifications.
' 3. INSTALLATION:
3.1 General: All portland cement concrete curb, curb and gutter, and gutter
' construction shall conform to Section 846 of the " Standard Specifications for Roads and
Structures" dated January 1, 1990 published by the North Carolina Department of
' Transportation.
3.2 Concrete: Class B concrete shall be used. Prior to placing forms the base or
' subgrade shall have been compacted to the degree required by the applicable section of
these specifications.

u

3.3 Forms: Forms shall be of such section and design that they will adequately support
the concrete and any construction equipment used to construct the work. Straight forms
shall be within a tolerance of 1/8 inch in 10 feet from a true line horizontally and
vertically. Form pins shall be metal and shall be capable of holding the forms rigidly in
place during construction operations. The form sections shall be connected by a locking
joint which shall keep the forms free from vertical and horizontal movement.
3.4 Finishing: The concrete shall be given a light broom finish with the brush marks
parallel to the curb line or gutter line.
3.5 oints:
3.5.1 joints shall be located as shown on the plans except as otherwise provided herein.
Joint spacing shall not be less than 10 feet. Where concrete is placed adjacent to portland
cement concrete pavement, the joints shall be located so as to line up with the joints in the
concrete pavement.
3.5.2 Grooved contraction joints shall be formed by the use of templates or by other
approved methods. Where such joints are not formed by templates, the move shall be of
the depth shown on the plans.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02527-1

LL?

SECTION 02527 - CONCRETE CURB, CURB AND GUTTER, AND GUTTER
3.5.3 Grooved butt joints shall be placed between the work and adjacent pavement
except where expansion joints are required by the plans.
3.5.4 All joints shall be sealed except for joints in curb sections not having an integral
gutter. In curb and gutter the joint sealer shall not be poured above the top surface of the
gutter. Joints in gutter shall be filled with joint sealer to the top surface of the gutter. Joints
shall be sealed before backfilling or other adjacent operations are performed.

u

METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 Concrete curb and gutter replacement shall include removal and disposal of curb
and gutter and aggregate base course, compaction, forming, joint material, concrete and
miscellaneous materials for replaced curb and gutter. Payment shall be made by the lineal
feet removed and replaced.
END OF SECTION

I

H

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02527-2

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 NCDOT section referenced is obtained from the
"Standard Specifications for Roads and Structures" published by the North Carolina
' Department of Transportation. Unless noted, the most current date published applies.
1.1 Related Work: See the following sections for related specifications:
' 02222 Excavating, Backfilling & Compacting for Utilities.
' 2. MATERIALS:
' 2.1 Aggregate Base Course: Shall be in accordance with the NCDOT Section 1010, Type
B. Aggregate base course material shall consist of crushed stone, crushed or uncrushed
gravel, or other similar material displaying hard, strong durable particles free from adherent
' coatings. All aggregate shall be from approved sources in accordance to NCDOT Section
1005.
t 2.2 Bituminous Prime Coat: Cut-back asphalt used as prime coat shall conform to
NCDOT Section 600.
' 2.3 Bituminous Base Course, Type HB: Shall conform to NCDOT Section 630, Articles
1 through 4.
' 2.4 Bituminous Tack Coat: Shall conform to NCDOT Section 605, Articles 1 through 9.
' 2.5 Bituminous Surface Course, Type 1-2: Shall conform to NCDOT Section 645,
Articles I through 4.
' 2.6 Portland Cement Concrete: Shall be composed of portland cement, coarse
aggregate, fine aggregate and air entraining agent. Other admixtures may be added with
the Engineer's approval. All concrete shall develop 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 cut 12 inches wider on each side of the excavated area.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02575-1

SECTION 02575 - PAVING REPAIR AND RESURFACING
' Ragged or irregular edges will be redone. Concrete pavement shall be cut with a suitable
concrete saw cutting equipment.
t 3.2 Trench Backfillin : 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 the
' trench is backfilled.
' 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 112 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 consisting of asphalt grade MC-30 or grade RC-30
shall be applied at a rate of 0.18 to 0.45 gallons per square yard at an application
' temperature range of 90° F to 130° F.
3.5 Bituminous Concrete Surface Course, 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 deviations 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 Special Conditions or the Engineer, density control and
determination shall be in accordance to Section 610, Article II.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02575-2
t
SECTION 02575 - PAVING REPAIR AND RESURFACING

1?

C

r
C

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:
1. When the descending air temperature in the shade and away from artificial
heat reaches 40°F.
2. When the subgrade or base course is frozen.
3. When the temperature of the concrete mix exceeds 90°F.
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.
4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
4.1 Payment for pavement restoration (patching and repaving) shall include payment in
full for labor, materials, and equipment necessary to furnish, install and maintain the base
course (and any CABC temporary surface), removal of temporary CABC prior to paving the
final surface course, and permanent surface course and the removal and disposal of the
existing paved surface. Payment shall be made by the square foot removed and replaced.
Contractor shall minimize the width disturbed or removed.
END OF SECTION
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02575-3

'
SECTION 02601 - MANHOLES AND RELATED MATERIALS
1. DESCRIPTION: The Contractor shall furnish all labor, materials, equipment and
supplies an shall perform all work necessary for the construction of all gravity sewer
' connections to existing manholes and installation of manholes for gravity sewers complete
and ready for use. The connections and manholes shall conform to the details shown on
the Plans and shall be constructed at the locations and grades shown or established by the
' Engineer.
1.1 Any reference to NCDOT standard specifications was obtained from "Standard
Specification for Roads and Surfaces" published by the North Carolina Department of
Transportation. Unless otherwise noted, the most current date published applies.
' 2. MATERIALS: Materials for manholes shall be new and shall be furnished by the
Contractor in accordance with the following requirements:
' 2.1. Manholes: Shall be precast reinforced concrete sections conforming to ASTM C-478-
97 an to t e ollowing.
' 2.1.1. Tops shall be eccentric or concentric cone where cover permits unless shown
otherwise on the drawings and flat slab tops otherwise. Concentric cones shall be used on
all 15 inch and larger 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-478-97 or to the minimum dimensions shown on the drawings. Unless otherwise noted,
the wall shall be a minimum of 5 inches thick and have a 6-inch minimum base. Manhole
diameters shall be 4' - 0" for sewers from 8" to 12" in diameter or for depth of installations
of 0' to 12'. Manhole diameters shall be 5' - 0" for sewers from 15" to 30" in diameter or
for depth of installations of 12' to 20'. Manhole diameters shall be 6' - 0" for sewers
th of installations from 20' or greater.
from 36" to 54" or de
in
p
g
rang
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 in a new manhole or existing manhole shall consist of an approved
continuous boot of 3/8 inch minimum thickness neoprene as shown on the drawings
conforming to ASTM C-923-98. Boots shall be either cast into the manhole wall or
installed into a cored opening via concrete coring machine and using internal compression
rings. Installed boot shall result in a water-tight connection meeting the performance
requirements of ASTM C-443.
2.1.4. The manufacturer shall submit drawings showing the reinforcing, pipe openings and
other details for approval by the Public Utilities Director. Also, the manufacturer
shall provide certified test reports indicating that the materials comply with the
requirements of ASTM C478-97. "Extended base" precast sections must comply
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02601-1

SECTION 02601 - MANHOLES AND RELATED MATERIALS
with detail dimensions and equivalent reinforcing as outlined in CORPUDS's
standards.
' 2.2 Frames and Covers: Shall be of domestic manufacture good quality cast iron of
uniform grain, conforming to ASTM A48-97ael, Class 30 or better, constructed in
' accordance with details shown on the Plans.
Any load bearing covers must be domestically cast and so indicated by manufacturer name
' and "USA" in castings.
' 2.2.1 All manhole rings other than flat-tops shall be bolted to the cone section and sealed
down with asphaltic cement.
' 2.3. Manhole Steps: Shall be reinforcing steel which is rubber plastic coated to provide
safer footing. 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. 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.
2.3.1. Steps shall be uniformly spaced not more than sixteen inches (16") on center,
' including the spacing between the top step an 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. Steps shall
also be provided on outside of raised manholes when top elevation is greater that three (3)
feet above existing ground elevation. All traffic bearing castings must be class 35 or
greater.
' 2.4. Concrete (poured in place): Air entrained Portland Cement Concrete having
minimum twenty-eight (28) day compressive strength of 3000 psi.
l
l
b
2.5. Joint Sea
ant: Buty
Ru
ber based conforming to AASHTO M-198, type B - butyl
rubber, suitable for application temperatures between 10 and 100 degrees F.
'
2.5.1 All manhole joints must be waterproofed with asphaltic cement.
' 2.6. O-Ring or Gasket : ASTM C-443-98

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02601-2

1

n

SECTION 02601 - MANHOLES AND RELATED MATERIALS
2.7. Cement used in masonry or reinforced concrete units shall be Type 1, CSA normal,
meeting ASTM C150-99, unless otherwise approved by the Public Utilities Director.
2.7.1. Portland Cement: ASTM C50, Type I.
2.7.2. Sand: Clear, sharp, graded from fine to coarse, ASTM C-144.
2.7.3. Water: Clean and potable.
2.7.4. 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
C478.
2.10 Washed Stone: Stone material, crushed stone or gravel shall be strong, durable and
conform to standard size No. 57 per NCDOT Section 1000.
2.11 Concrete shall be only plant-mixed or transit-mixed concrete conforming to ASTM
C33-99ae1 as to aggregates and to ASTM C94-C94M-99el for ready-mixed concrete.
Concrete shall be of three types as based on 28-day compressive strength:
Type AA 4500 psi
Type A 3000 psi
Type B 2500 psi
Concrete shall be air-entrained, unless specified otherwise, with 4 to 6% air. Retarders and
accelerators shall be used only as directed by the Engineer.
Concrete used for structures such as sewage lift stations and other reinforced concrete
structures shall meet all applicable provisions of the NCDOT specifications regarding
manufacture, delivery and placement.
2.12 Steel reinforcing for concrete structure shall meet all applicable provisions of he
NCDOT specification as to manufacture, fabrication and placement.
2.13 Mortar used for sewer structures shall conform to ASTM specification C144-99 as to
aggregate and strength. Mortar shall be prepared from cement in perfect condition and
shall be prepared in five boxes for that purpose. No mortar that has stood beyond forty-
five minutes shall be used. Proportion by volume for different kinds of work shall be:
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02601-3

SECTION 02601 - MANHOLES AND RELATED MATERIALS

Brick Masonry
Pointing
1 part cement to 2 parts sand
1 part cement to 1 part sand
r
L
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. 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.

r

F

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. loints shall be water-tight.
3.7. Pipes shall project into the manhole 3-inches and shall be mechanically sealed with a
molded neoprene boot.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02601-4

u
n
u
n
u

u
n

fl
H

H

SECTION 02601 - MANHOLES AND RELATED MATERIALS
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.
4. TESTING: Manholes for gravity sewer use (not manholes for air release vacuum
valve) and reinforced polyethylene wetwell shall be tested as below:
1) The contractor shall furnish all labor, equipment, and any appurtenant items
necessary to satisfactorily perform the vacuum test. All equipment will be
approved for vacuum testing.
2) All lifting holes shall be plugged with an approved non-shrink grout.
3) All pipes entering the manhole shall be plugged. The contractor shall
securely brace the plugs to keep them from being drawn into the manhole.
4) The test head shall be placed inside the top of the cone section of the
manhole and the seal inflated in accordance with the manufacturer's
recommendations.
5) The vacuum testing equipment shall be manhole vacuum tester as
manufactured by Cherne Manhole Testing or approved equal. A vacuum of
10-inches of mercury shall be drawn and the vacuum pump shut off. Inflate
the compressor band to effect a seal between the vacuum base and the
manhole cone section. Connect the vacuum pump to the outlet port with
the valve open. With the valves closed, the time for the vacuum to drop to 9
inches of mercury shall not be less than that shown in the following table.
Manhole Depth Diameter of Manhole
48" Dia. 60" Dia. 72" Dia.
10 Ft. or Less 60 Sec. 75 Sec. 90 Sec.
>1017t. but G 15 Ft. 75 Sec. 90 Sec. 105 Sec.
> 15 Ft. 90 Sec. 105 Sec. 120 Sec.
(Times shown are minimum elapsed times for a drop in vacuum of 1-inch of
mercury.)
6) If the manhole fails the initial test, necessary repairs shall be made with an
approved non-shrink grout while the vacuum is still being drawn. Retesting
shall proceed and continue until a satisfactory test is accomplished.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02601-5
i
SECTION 02601 - MANHOLES AND RELATED MATERIALS
5. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
' 5.1 Proposed gravity sewer connections to existing manholes are set forth in Section
' 02730.
5.2 Manholes, existing manhole removal and existing manhole abandonment shall be
' paid for at the unit prices specified in the Bid Schedule. All prices shall be for full payment
for all labor, materials, tools, equipment, backfilling, sheeting, shoring, dewatering, and
other costs necessary to complete the work as shown, directed and specified and shown in
' the details.
5.3 Manholes are to be measured and the depth determined as the vertical distance
' between top of the cast iron frame and the lowest pipe invert and rounded to the nearest
foot. This item shall include connection of proposed sewer to manhole (including boot
and miscellaneous materials), manhole frame and cover, manhole base, riser, cone, top,
' aggregate base course, excavation, backfilling compaction, shoring, sheeting, dewatering
and all other items for a complete installation.

r

END OF SECTION
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02601-6

' SECTION 02730 - FORCE MAINS AND 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:
02601 Manholes and Related Materials
' 02222 Excavating, Backfilling & Compacting for Utilities
02933 Seeding and Mulching
' 1.2. Quality Assurance: Current specifications of the American Society for Testing
Materials (ASTM), American Water Works Association (AWWA), the American National
' Standards Institute (ANSI), the American Association of State Highway and Transportation
Officials (AASHTO), and Ductile Iron Pipe Research Association (DIPRA) shall apply in all
cases where material is covered by an item in these specifications. All material used shall
' conform fully to these current standards or be removed from the job at the direction of the
Public Utilities Director.
Pipe specimens shall be subjected to tests by an independent testing laboratory at such
time as the Public Utilities Department may direct or as specified herein. Pipe not meeting
these specifications will be ordered removed by the inspector, and such pipe shall be
' immediately removed from the job site and not transported to any portion of the project
being constructed.
' These specifications are not to be considered as proprietary in any way. When a particular
brand is listed, it is only used as an aid in describing the type of material being requested.
' 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:
' 2.1.1 Ductile Iron Pipe:
' Pipe: Latest revision ANSI/AWWA C150-96 "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. The minimum class pipe shall be a Class 50 or a
' greater class may be required based upon the depth of cover and laying
conditions.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-1
7
' SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
Fittings: AWWA C110, grey or ductile iron, or compact ductile iron conforming
to AWWA C153.
' Joints: AWWA C111-95 push-on unless shown otherwise.
Linings: AWWA C104 cement lining, standard thickness, bituminous seal coat.
' 2.1.2 PVC Pipe:
Pipe: ASTM D3034-98: "Type PSM Polyvinyl Chloride (PVC) Sewer Pipe
' and Fittings." SDR 35 with a minimum cell classification of 12454-B.
PVC gravity sewer pipe shall be used for 8, 10, 12 or 15 inch mains
and shall be supplied in 12.5 foot lengths with bell-and-spigot joints.
' ASTM F679-95 shall establish the requirements for 18, 21, 24 and 27
inch diameter PVC, SDR35 gravity sewer pipe.
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 F477-99
' "
and larger mains):
2.1.3 PVC Ribbed Sewer Pipe (for use only on 15
' Pipe: ASTM F794-99 and F 949-99: "Polyvinyl Chloride (PVC) Ribbed
Gravity Sewer Pipe and Fittings Based on Controlled Inside
' Diameter". PVC plastic with a minimum cell classification of 12454-
C as defined in ASTM D-1784. The pipe shall have a minimum
laying length of 11.5 feet. The pipe shall have a stiffness of 45 psi.
' Fittings: ASTM D3034 lateral hubs
joints: ASTM D-3212, elastomeric seal gaskets conforming to ASTM F477-
99.
' 2.2 Joints and Jointing Materials for Large Pipe:
' 2.2.1 General: Where the joint type is not indicated on the drawings, either push-on or
mechanical joints shall be furnished for buried pipe and flanged joints shall be furnished
for above ground pipe.
' 2.2.2 Adapters: Adapters shall be provided as necessary for connections of various types
' of pipe.
2.3 Utility Line Marking Tape shall be acid and alkali resistant polyethylene film two
inches wide and 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
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-2
SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS

L!

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".
3. TRENCH EXCAVATION AND BACKFILL:
3.1 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 six (6) inches on each side of the barrel of
the pipe or in accordance with the details shown on the drawings. 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.
3. 1.1 The trench shal I be properly braced and shored so that work is performed safely and
efficiently. When water is being pumped from the trench, the pump discharge shall follow
natural drainage channels, drains or storm sewers. In no case may trench water or
groundwater be pumped or allowed into sanitary sewer.
3.2 Backfilling
3.2.1 The backfilling of the trench after the pipe installation and testing shall be in
accordance with the details on the drawings.
1) The haunching for PVC pipes shall be with #67 stone (Class I material)
material 4 inches below and up to the springline of the pipe. Care shall be
taken to work the haunching well under the bottom of the pipe. The initial
and final backfill shall be with suitable native material. No rocks, boulders,
or stones four inches or larger shall be included in the backfill. The
haunching shall be tamped to 95% standard Proctor density in six-inch lifts.
2) For PVC sewer installations, Class II material may be allowed for the
bedding, housing and initial backfill if the contractor can verify that this type
of soil is native to the site by having soil tests made by a soil testing agency.
Soil samples borings shall be taken as directed by the City inspector to a
depth equal to or greater than the trench bottom elevation shown on the
plans or in the specs. The results must be approved by the Public Utilities
Director prior to pipe installation. The bedding and backfilling shall be in
conformance with ASTM standards and the various soil classes are defined
below.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02730-3

1 SECTION 02730 -FORCE MAINS AND GRAVITY SEWERS

(a) Class I - Angular, 6 to 40mm (1/4 to 1 '/2 inch), graded stone,
including a number of fill materials that have regional
significance such as coral, slag, cinders, crushed stone and
crushed shells.
(b) Class II - Coarse sands and gravels with maximum particle size
of 40mm (1 '/2 inch), including variously graded sands and
gravels containing small percentages of fines, generally
granular and noncohesive, either wet or dry. Soil Types GW,
GP, SW and SP are included in this class. (GW - well graded
gravel, GP - poorly graded gravel, SW - well graded sand,, SP
- poorly graded sand.)
(c) Class III - Fine sand and clayey gravels, including fine sands,
sandclay mixtures and gravel-clay mixtures. Soil types GM,
GC, SM and SC are included in this class. (GM - silty gravel,
GC - clayey gravel, SM - silty sand, SC - clayey sand.)
(d) Class IV - Silt, silty clays and clays, including inorganic clays
and silts of medium to high plasticity and liquid limits. Soil
Types MH, ML, CH and CL are included in this class. These
materials are not recommended for bedding, haunching or
initial backfill on PVC pipes. (MH - silty soil with high liquid
limit, ML - silty soil with low liquid limit, CH - clayey soil
with high liquid limit, CL - clayey soil with low liquid limit.)
3.2.2 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 backfill material is unsuitable, in the opinion of the
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001
02730-4

E
S
CTION 02730 - FORCE MAINS AND GRAVITY SEWERS
'
Public Utilities Director or Engineer, the Contractor may be directed to dispose of the
unsuitable material and provide material as specified herein.
'
3.3. 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.
3.4 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.
' 3.5 Backfilling shall be done with material free from large clods, frozen earth, organic
material and any foreign matter.

3.5.1 Around the pipe and to a depth of 12-inches above the pipe the backfill shall be
carefully placed and compacted in layers not-to-exceed 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.
'
3.5.2 Twelve (12) inches above the crown of the pipe the backfill may contain rock but
' less than 4-inches in diameter. Backfill layers shall be horizontal and not exceed 12-inches
loose or 8-inches compacted. Sewer mains in street rights-of-way shall be compacted in
six-inch lifts all the way to the top of the trench (existing grade).
3.5.3 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.
' 3.5.4 Compaction density shall be determined by the Standard Proctor Test (ASTM D698)
and shall meet the minimum standards as set forth below:
' Backfill shall be compacted to at least 95% of maximum soil density in those areas
where in the opinion of the Public Utilities Department or Engineer, the supporting
' capacity of the soil is of prime consideration. Generally, these trenches will be
confined to those which must support traffic wheel loads whether directly or
' through a pavement structure. Laboratory determination of maximum soil density
will follow the procedure of AASHTO T99-86, Method A. Field determination of
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-5
' SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
' the density of soil in place shall follow the procedure of AASHTO T191-86 or T204-
86. The result of any one test may be a minimum of 90% of maximum density, but
the average of any three tests in an area shall be 95% of maximum density. All tests
shall be conducted by qualified technicians at the direction of the Public Utilities
Director or Engineer and the cost of such test will be borne by the contractor.
' 3.5.5 Surplus material shall be disposed of by the Contractor at his expense.
' 3.5.6 Clean shoulders and pavement of excess material immediately after backfilling is
complete.
4. LAYING SEWERS:
' 4.1. Gravity Sewers: All sewers shall be laid and jointed in accordance with approved
manufacturer's recommendations, the requirements of these specifications 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.
'
4.1.1 All gravity sewer shall be bedded in accordance with manufacturer's
' recommendation for the proposed depth of sewer, and as detailed in the contract drawings.
No deviations from line and grade shall be made, unless they have been approved by the
' Public Utilities Department or Engineer and identified on the "as-builts".
The sewer pipe installation shall start at the outlet end and proceed upstream to the
' termination of the project as shown on the plans. The bell ends shall point upstream.
Exceptions to this provision will be considered on a case by case basis, when requested in
writing by the Contractor to the City for review and approval. The Contractor must agree
to hold the City harmless. The Contractor must accept full responsibility for compliance
with state and federal regulations of the Clean Water Act, including any associated
penalties which could reach up to $25,000/ day, for the release of wastewater from
' sanitary sewer to the environment, which are not connected to existing sewer due to the
granting of an exception to the pipe laying sequence required in the Public Utilities
Handbook.
'
While working on any part of an existing sewer main the contractor shall maintain the
existing sewage flow. No discharge of sewage to the storm waters will be allowed. Water
for the flushing of new sanitary sewer mains must be obtained through a fire hydrant meter

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-6

J

SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
(see Special Provisions) and must be pumped out and may not be discharged into the
sanitary sewer system. Construction requiring existing sewer flow to be pumped from
existing manholes shall be the responsibility of the contractor and must be approved prior
to proceeding by the Public Utilities Director or the City Inspector. Existing sewer that is
replaced must be ductile iron under the pump around scenario described above.
After the trench foundation has been properly graded with bell holes, the pipe shall be
carefully lowered into the trench with approved methods. Under no circumstances shall
the pipe or accessories be dropped or dumped into the trench. All damaged pipe shall be
properly repaired or replaced at the contractor's expense.
4.1.2 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. Pipe ends shall be plugged at the end of each workday or when work is
temporarily stopped. The plugs shall be watertight so the water and debris will be kept
out.
4.2 When a sewer main passes over or under a storm sewer pipe, and the vertical
separation is less than 18 inches, a concrete pad shall be poured between the two.
4.2.1 When installing a sewer main, the horizontal separation from any water main shall
be ten feet. If this separation cannot be maintained due to existing conditions, the
variation allowed is the water main in a separate trench with the elevation of the water
main at least 18 inches above the top of the sewer and must be approved by the Public
' Utilities Director. All distances are measured from the outside diameter to outside
diameter.
4.2.2 When a sewer main crosses under a water main, there must be eighteen inches of
vertical separation. If the sewer main must go over the water main, both these lines must
' be of ferrous material for a distance of ten feet on either side of the crossing with a 18-inch
separation. The crossing of other underground pipe requires a minimum of twelve inches
of vertical separation. Any changes in these clearances must be approved by the Public
' Utilities Director. All crossings within these vertical clearances shall be filled with #67
stone. All distances are measured form outside diameter to outside diameter.
' 4.2.3 When a sanitary sewer main is crossing over or under a storm sewer a vertical
separation of 18 inches shall be maintained unless both lines are of ductile iron or encased
in concrete. Distance measured outside diameter to outside diameter.
' 4.2.4 Where conditions are, in the opinion of the Public Utilities Department or Engineer,
unsuitable for laying pipe because of weather or trench conditions, the Contractor shall be
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-7

' SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
required to cease work until permission is given by the Public Utilities Director or Engineer
for work to commence again, providing such conditions have been corrected.
4.2.5 Laying PVC Gravity Sewer Pipe: The foundation for PVC gravity sewer pipes shall
be a firm flat bottom trench of 4 inches of Class I material as defined in ASTM D2321-
89(1995) compacted with bell holes. See Details on drawings. Class II material may be
used if contractor can verify that this type of soil is native to the site by having soil tests
made by a soil testing agency. Sample borings shall be taken on 200 feet intervals and to a
' depth equal to or greater than the trench bottom shown on the plans. The results must be
approved by the Public Utilities Director prior to pipe installation.
4.2.6 Laying Ductile Iron Sewer Pipe:
Ia. Ductile iron pipe shall be installed in accordance with the requirements of
AWWA Standard C-600-87. See detail on drawing.
' b. Sewer pipe shall be laid to the line and grade shown on the plans. There shall
be a minimum horizontal separation between water and sewer utilities of ten
feet and a vertical separation of 18 inches.
c. Protection shall be afforded to all underground and surface structure using
methods acceptable to the Public Utilities Director or Engineer. This protection
shall be furnished by the contractor at the contractor's own expense.
' d. Deviation from line and grade may be made on revised plans upon approval by
the Public Utilities Department and identified on "as-builts" when such
deviations arise from grade or line conflicts with existing utilities, structures or
' other sources of conflict.
e. Subsurface explorations shall be made by the contractor at the direction of the
' Public Utilities Director or Engineer where it is necessary to determine the
location of existing pipes, valves or other underground structures.
' f. Depth of pipe cover, unless shown otherwise on the plans shall be three feet.
Depth of cover shall be measured from the established street grade or the
surface of the permanent improvement to the top of the barrel of the pipe.
' g. After the foundation has been properly graded, bedded when applicable, and
the bell holes dug, the pie and accessories shall be carefully lowered into the
' trench by approved methods. Under no circumstances shall the pipe or
accessories be dropped or dumped into the trench. All damaged pipe and
accessories shall be removed form the job. All damaged pipe shall be replaced
at the expense of the contractor.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-8
SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS

7

?1

L
L

0

0

h. Laying of pipe and jointing of pipe shall be done according to manufacturer's
recommendation with care being taken to provide uniform bearing for the pipe.
Bell and spigot of pipe shall be cleaned and properly lubricated where a
mechanical joint of a "push on" type joint is employed.
Open ends of pipe shall be plugged with a standard plug or cap at all times
when pipe laying is not in progress. Trench water shall not be permitted to
enter pipe.
Bell ends will face the direction of laying which must be upgrade unless
otherwise directed by the Public Utilities Director or Engineer.
k. Where conditions are, in the opinion of the City Inspector, unsuitable for laying
pipe because of weather or trench conditions, the contractor shall be required
to cease work until permission is given by the City Inspector for work to
commence again providing such conditions have been corrected.
4.2.7 Utility Line Marking Tape: Shall be placed above all PVC pipe used in the gravity
sewer construction. It shall be placed between lifts of backfill approximately 12" above
the top of the pipe.
5. INSTALLATION OF JOINTS:
5.1. Push-On , oints: The joint shall be thoroughly cleaned, prepared, lubricated and
installed in accordance with the requirements, instructions and recommendations of the
manufacturer and Engineer.
5.2 Maintaining Service:
5.2.1 When replacing or extending sewer mains, the contractor shall maintain existing
service to all property being served.
5.3 Sewer Main Abandonment:
5.3.1 Where shown on drawings, sewer mains to manhole shall be abandoned by
grouting the main from the inside of the manhole. Sewer main abandonment requires
inspection by the Central Engineering Department (890-3030).
6. 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 or
by City's inspection services or Public Utilities Director. Testing shall not be performed
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-9

' SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
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.
1 All gravity lines shall be visually inspected from every manhole by use of mirrors,
television cameras or other devices for visual inspections. The Contractor shall furnish two
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. The lines shall
exhibit a fully circular pattern when viewed from one manhole to the next. Lines which do
' not exhibit a true line and grade and have structural defects shall be corrected to meet the
specifications.
' 6.1. Air Test: All gravity sewer pipe in accordance with ASTM C828.
6.1.1. Procedure:
' 6.1.1.1. 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.
' 6.1.1.2. 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.
6.1.1.3. 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 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.
6.1.1.4. For pipe with test sections below the ground water table, determine the starting
' pressure for the test section, in psig, as follows:
1. Determine the maximum depth of pipe within the test section in feet.
2. Multiply this depth by 0.67 and add 9.3 feet.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-10

SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
' 3. 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.
6.1.1.5 Where ground water is encountered during construction, all pipe joints for the
' sewer line shall be of such quality that there shall be no perceptible infiltration of ground
water into the sewer from any single pipe joint. The contractor shall furnish labor,
equipment and materials, including pumps, and shall assist the City inspector in making
field tests of the completed sewer section before it can be placed in service or connected
to any other lines. The contractor will furnish and install the measuring weirs or other
measuring devices. The length of line to be tested at any time shall be subject to the
' approval of the Public Utilities Director. The total infiltration shall in no case exceed 25
gallons per inch of diameter, per mile of pipe per day. The test period shall be twenty-four
hours, and if the quantity of infiltration is in excess of the maximum allowable, the leaking
joints shall be relaid if necessary or other remedial construction shall be performed by and
at the expense of the contractor. The section of sewer shall then be retested after repairs
are completed to determine compliance with the specifications.
6.1.2. 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 40
0 1
02 1
29 2
0 2
3
: : : : : : : :
1 :
8
' 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 if it
175 0:31 1:09 2:03 3:13 4:37 7:05 it "
' 200 0:35 1:19 2:21 3:40 5:17 It It 12:06
225 0:40 1:29 2:38 4:08 5:40 if 10:25 13:36
' 250 0:44 1:39 2:56 4:35 it 8:31 11:35 15:07
275 0:48 1:49 3:14 4:43 It 9:21 12:44 16:38
' 300 0:53 1:59 3:31 " It 10:12 13:53 18:09
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-11

SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
' 350 47 ti it 8
1
02 2
19 3
16 11
54 16
12 21
10
:
:
:
:
:
:
:
400 1:10 2:38 it ft 6:03 9:27 13:36 18:31 24:12
' it ft
450 1:19 2:50
6:48 10:38 15:19 20:50 27:13
' 500 1:28 tt it 5:14 7:34 11:49 17:01 23:09 30:14
6.1.3. 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.
'
6.2. See Vacuum Test for All Manholes:
6.2.1. Procedure:
1. Infiltration: Immediately following a period of heavy rain a test of work constructed
' up until the time shall be made. Three 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 pipe and manholes shall be performed
' on test sections not exceeding 600 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 30-day period following this date. Should 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.
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.
6.2.3. 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 allowance:
Manholes only; 1 gallon per 24 hours per vertical foot of manhole.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-12
0
SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
' 6.2.4. 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.
6.3. Deflection Test:
' 6.3.1. Use: All gravity sewer except ductile iron.
6.3.2. 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.
' 6.3.3. Requirement: All pipe shall allow passage of the test mandrel. The mandrel and
proving ring shall be sized at 5% less than the ASTM dimension for the pipe in accordance
with the following table:

H
r

ASTM D3034
SDR 35 ASTM D2680
NOM. L D D
DIA
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
6.3.4. Corrective Measures: All pipe that fails the deflection test shall be removed,
replaced and retested at no additional expense to the Owner.
7. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
7.1. The length of gravity sewer pipe satisfactorily completed in accordance with the Plans
and Specifications will be measured in place by the Engineer. The pipe length will be
measured from centerline of manhole to centerline of manhole. Gravity sewer depth will
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-13

'
SECTION 02730 - FORCE MAINS AND GRAVITY SEWERS
i
h
on
e construct
not be measured in the field, but will be based on depths as shown on t
plans.
'
7.2. Payment will be made for the quantities so measured at the unit prices specified in
' the Bid Schedule.
7.3. Gravity sewer shall include all materials, equipment, labor, pipe bedding, fittings,
trenching, excavation, sheeting, bracing, dewatering, backfill, compaction, grading,
' cleanup including seeding and mulching, flushing, and testing. Payment shall be as
specified above. Measurement and payment for transitions in gravity lines shall include
the costs of couplings.
7.4 Gravity sewer tie into existing manhole shall include all materials, labor, equipment,
' neoprene boot, cored opening in existing manhole, nonshrink grout, excavation, sheeting,
bracing, backfill, compaction, testing, and all other items per the detail for complete tie in.
Payment shall be made per each tie in of given size completely installed and operational.
'
7.5 Gravity Sewer Line Abandonment shall include all materials, labor, equipment,
excavation, sheeting, bracing, backfill, compaction, dewatering, testing and flushing to
' abandon gravity sewer lines as indicated on the drawings. This includes the nonshrink
grout to be placed in pipe opening. Payment shall be per each at the given size.
' 7.6 Concrete Encasement shall include all materials, labor and equipment to install
concrete encasement. Payment will be made per each installed.

END OF SECTION

L

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02730-14

u

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 Section 880 of the "Standard Specifications for Roads and Structures"
dated January I, 1990, 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.
1.1 Related Work: See following sections for related work:
1. 021 10 - Clearing and Grubbing.
2. 02210 - Unclassified Excavation and Grading.
3. 02270 - Erosion and Sediment Control.
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 I 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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02933-1

SECTION 02933 - SEEDING AND MULCHING
' 2.4 Mulch: Mulch shall be straw from wheat or oats. Materials for securing mulch may
be one of the following:
' 2.5 Mulch Netting: Lightweight plastic, cotton, jute, wire orpaper nets shall be used.
' 2.6 Peg and Twine: Bailing twine and soft wood pegs 1/2" x I" x 12".
2.7 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.
2.8 Seed: Seed used shall bear the official "certified seed" label inspected by North
Carolina Crop Improvement Association. Seed which 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: 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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02933-2
SECTION 02933 - SEEDING AND MULCHING
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; the rates of application of limestone, fertilizer, and seed shall
' be as shown in the seeding schedule.
' 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 Seediniz: Seed shall be distributed uniformly over the seedbed at the rate indicated
in the seeding schedule, and immediately harrowed, dragged, raked, or otherwise worked
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02933-3

1 SECTION 02933 - SEEDING AND MULCHING
' 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.
' 3.5.1 Such modifications may include but not be limited to the following:
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.
' 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. 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
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02933-4
1
' SECTION 02933 - SEEDING AND MULCHING
' 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 which 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: 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.
' 4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02933-5
SECTION 02933 - SEEDING AND MULCHING
' 4.1 There will be NO separate measurement for payment made for any work covered
by these specifications, as payment for all work in this portion of the project will be made
' as part of the unit price for the gravity sewer installation.

P

r
L

IJ

END OF SECTION
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 02933-6

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 necessary for the concrete
encasement and other concrete work as may be required.
'
1.2. The Contractor shall furnish all equipment, tools, labor and materials necessary to
complete the work in accordance with the plans and specification.

2. 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 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
' AC1315 Manual of Standard Practice for Detailing Reinforced Concrete
Structures
t
i
f
R
i
f
d C
R
ildi
C
d
oncre
e
rements
or
e
n
orce
equ
ng
o
e
ACI 318 Bu
' 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.

Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-1

SECTION 03300 - CAST-IN-PLACE CONCRETE

i

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.
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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-2

' SECTION 03300 - CAST-IN-PLACE CONCRETE
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 truck load is rejected for any reason,
' the truck will
not be allowed on the site for at least three hours. The contents of rejected truck loads
shall remain the property of the concrete supplier and shall be disposed of properly off the
t 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 truck load. 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 truck load.
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.
2.4.1. Mix Designs: Submit two copies of each laboratory trial mix design proposed in
t 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.

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-3
C
SECTION 03300 - CAST-IN-PLACE CONCRETE
' 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 (truck load) 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.
' 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.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-4
SECTION 03300 - CAST-IN-PLACE CONCRETE
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 Waterstogs 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
I 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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-5
' SECTION 03300 - CAST-IN-PLACE CONCRETE
' 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.
' 2.10.2. Welded Wire Fabric: ASTM Al 85.
' 2.11. IOINT FILLERS: 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.
' 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.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-6
' SECTION 03300 - CAST-IN-PLACE 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).
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
da
s
y
.
' 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
57 or 67.
for coarse aggregate size No
yd
and 564 lb
/cu
467
ate size No
re
a
.
.
.
.
.
,
g
gg

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-7

' SECTION 03300 - CAST-IN-PLACE CONCRETE
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.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-8
SECTION 03300 - CAST-IN-PLACE CONCRETE
3. 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.

L

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 REINFORCEMENT: 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
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-9

SECTION 03300 - CAST-IN-PLACE CONCRETE
' 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. Placin-: 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.
' 3.2.4. Cutting of reinforcement in the field will not be allowed, unless specifically
approved by the Engineer.
I3.2.5. 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: 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.
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-10
CI
SECTION 03300 - CAST-IN-PLACE CONCRETE
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.
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. Conve in : Concrete shall be handled from the mixer to final deposit rapidly b
Y
' methods which will prevent segregation or loss of ingredients to maintain the required
quality of concrete
.

' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-11

SECTION 03300 - CAST-IN-PLACE 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.
1 3.6.1. Temperature of concrete delivered at the job site shall conform to the following:
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-12

I
SECTION 03300 - CAST-IN-PLACE CONCRETE
Air Temperature Concrete Temperature
30 to 45 degrees F
0 to 30 degrees F
Below 0 degrees F
55 to 80 degrees F
60 to 80 degrees F
65 to 80 degrees F
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.
t 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.
Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-13
' SECTION 03300 - CAST-IN-PLACE CONCRETE
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 supports shall be maintained until the concrete reaches its design strength.
' 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 feather edges 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.

Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-14

SECTION 03300 - CAST-IN-PLACE CONCRETE
t 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. 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.
' 3.12. 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.
' 4. METHOD OF MEASUREMENT AND BASIS OF PAYMENT:
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-15
1 SECTION 03300 - CAST-IMPLACE CONCRETE
4.1. There will be NO separate measurement for payment made for any work covered
by these specifications as payment for all work in this portion will be included in the
' concrete encasement and curb and gutter payment items.

u

R

0
u
END OF SECTION
' Southeast Raleigh Sanitary Sewer Improvements
WKD # 00815.50 June 2001 03300-16

SPECIAL PROVISIONS
' 1. SCOPE OF WORK
' 1.1. The contractor shall furnish all materials, equipment, and labor for excavation,
installation, backfilling or sewer mains and related appurtenances as shown on the plans.
The Public Utilities Department shall conduct all City inspections on main extension
' projects.
1.2. It shall be the contractor's responsibility to notify the Public Utilities and Central
t Engineering Departments at least twenty-four hours in advance of beginning any
construction work on any project. The contractor must call the Public Utilities Department
at 890-3400 and Engineering at 890-3030 and give the location, project name, individual's
' name, company name, start date and indicate if it involves a sewer extension and state the
start date.
' 1.3 Once construction has begun, the contractor shall contact Central Engineering at
890-3030 each morning by 9:00 a.m. to notify where and what will be done that day. Any
' work requiring inspector's observation outside of the normal workday, shall be charged at
the current inspector hourly rate.
' 1.4 If the contractor proceeds with the main installation prior to permit issuance the
City requires the work to be reinstalled and the contractor shall be fully liable for all
actions and costs, including prosecution by the City or the State for proceeding with
' installation prior to issuance of appropriate permit(s).
1.5 "Field changes" are not considered approved by the Public Utilities Department
' unless revised plans have been submitted to the Public Utilities Department, reviewed and
approved. Therefore, the contractor that proceeds with construction prior to this approval,
is at his/her own risk.
' 2. GENERAL TESTING REQUIREMENTS
' 2.1. The City may perform and shall require the contractor to perform, such destructive
and nondestructive testing, as it deems necessary in order to inspect the materials and
' workmanship. See specific testing requirements within these specifications. These tests
shall be in accordance with the procedures established by ASTM and AASHTO. The City
shall reserve the right to modify the procedures in testing ditch and backfill compaction to
' allow a deeper test to be made by using the sand-cone method and/or nuclear testing
gauges.
t 2.2 All new sanitary sewer mains must be satisfactorily cleaned by jetting or balling prior
to final inspection and acceptance by the City.
t 2.3 Prior to final inspection all sanitary sewer mains shall be t.v.'d.
' EM Johnson Water Treatment Plant Sanitary Sewer and Backwash Waste Pump Stations
WKD # 00684.50 May 2001 SP-1

SPECIAL PROVISIONS
3. SEWER CONSTRUCTIO PLUGS
' 3.1 Mechanical plugs (non-pneumatic) must be installed throughout the time of
construction of any sanitary sewer extension. Plugs are to be installed on the downstream
' end of the new main at the first manhole from the existing tie-in, until final acceptance.
3.2 All plugs must be securely tied off with steel cable within the manhole and must have
' a secure marking attached to the plug indicating the utility contractor to whom the plug
belongs.
' 3.3. All plugs must be monitored during construction to insure the plug is functioning as
required.
' 3.4 Prior to removing the plug, the contractor must sign a plug removal form verifying that
the sewer facilities are sufficient and functionally complete. All plugs must be removed by
' the contractor upon acceptance that the sewer facilities are sufficiently functionally
complete co to accept flow and PRIOR to the mains above the plug location being placed
into service and/or accepting any flow of sewage.
' 4. HANDLING AND STORAGE OF MATERIALS
4.1. The contractor shall be responsible for the shipping and storing of all sewer materials.
Any material which is damaged or defective shall be replaced by the contractor at the
contractors' own expense.
' 4.2 The loading and unloading of all pipe, manholes and other accessories shall be in
accordance with manufacturer's recommended practices and shall at all times be
' performed with care to avoid any damage to the material.
4.3 The contractor shall locate and provide the necessary storage areas for materials and
' equipment. If private property is being used for storage areas, then the contractor must
have the written consent from the owner. Without this written consent, all material and
' equipment shall be stored within the existing rights-of-way and easements of the project.
Pipe may not be prestrung along job site, it must be delivered to and removed from job site
each day.
' 4.4 All materials, once on the job site, shall be stored in accordance with the
manufacturer's recommendations. All PVC sewer pipe shall be protected from the sun's
ultra violet rays if stored on the job site longer than twenty days.
4.5 All pipes shall be kept free of dirt and other debris. Any damage relating to the
' coating of the various materials for sewer mains shall be repaired in a manner approved by
' EM Johnson Water Treatment Plant Sanitary Sewer and Backwash Waste Pump Stations
WKD # 00684.50 May 2001 SP-2

r
SPECIAL PROVISIONS
the City. Machined manhole frames and covers shall remain intact until construction is
complete.
4.6 The contractor shall be responsible for safeguarding and protecting all material and
equipment stored on the job site. The contractor shall be responsible for the storage of
materials in a safe and professional manner to prevent injuries, during and after working
hours, until the project is complete.
5. BARRICADES, SIGNS AND STREET PROVISIONS
5.1. Signs, barricades, warning lights, guard rails and flagers shall be employed as
necessary when construction endangers either vehicular or pedestrian traffic. These
devices shall remain in place until the traffic may proceed normally again. The contractor
shall hold the City harmless for any damages or injuries caused by the construction of
sewer mains.
5.2. Construction work zone signs and signing procedures shall conform to the MUTCD
and supplements and to all applicable federal, state and local codes. The contractor shall
be responsible for securing the necessary permits from the City's Transportation and
Inspections Departments for all work to be performed in the pubic rights-of-way.
6. PROPERTY PROTECTION
6.1 Trees, fences, poles and all other property shall be protected unless their removal is
authorized, and any property not authorized for removal, but damaged by the contractor,
shall be restored by the contractor to the owner's satisfaction.
7. GENERAL CONSTRUCTION SAFETY
7.1. The contractor and any subcontractors shall be responsible for the total compliance
with all federal, state and local ordinances, laws and regulations as related to safe
construction practices and to protecting the employees and the public's health and safety.
7.2. The contractor shall ensure that all Occupational Safety and Health Administration
'. (OSHA) regulations and standards are followed during all phases of the construction
project.
' 7.3. The City shall not be responsible for contractors adherence to OSHA regulations and
standards. However, the City may report known violations or unsafe practices to the
' appropriate enforcement agency.
7.4. The contractor shall furnish safety equipment necessary to inspect the work
' including, but not limited to ladders, gas detectors/oxygen sensors, blowers, etc.
' EM Johnson Water Treatment Plant Sanitary Sewer and Backwash Waste Pump Stations
WKD # 00684.50 May 2001 SP-3
r
SPECIAL PROVISIONS

8. ENCROACHMENT CONTRACTS AND PERMITS
' 8.1 Prior to actual construction, the contractor shall adhere to the special provisions of the
encroachment from NCDOT when working within the rights-of-way of state system roads
or highways. The encroachment permit shall be kept on the job site at all times.
8.2 The contractor shall be responsible for adhering to all other local and state and federal
' permits and regulations for the utility construction. The contractor must have an approved
set of permitted construction plans on site at all times.
t 9. CONSTRUCTION WATER
9.1 The City of Raleigh Public Utilities Department does not provide free or otherwise
unmetered construction water for any construction project. Hydrant meters may only be
moved with the express written permission of the Public Utilities Department. In
residential areas hydrant meters may only be used for filling of swimming pools unless
prior approval of the Public Utilities Department. Contractors are responsible for adequate
construction water for their job sites in one of the following approved manners:
9.1.1 Apply for permanent water service connection at the Inspections Department Permit
Office, 4`" floor, Raleigh Municipal Building, 222 West Hargett Street, (890-3450).
' Sufficient lead-time (6 weeks) should be provided for all new service taps and all fees must
be paid in full prior to the work order being authorized.
' 9.1.2 Apply to the Public Utilities Department for rental of a hydrant meter. There are a
limited number of these meters and they are reserved in advance by contracting the Meters
Division (250-2748). A $200 deposit is required along with a $25 per month rental fee per
' account plus the cost of the water utilized, at the outside City rate. Hydrant meters are
read in 100 cubic feet (ccf). A $75 service charge is charged when accounts are closed.
Customers are responsible for notifying the Meters Division if the meter is not registering
' usage. The following information is required:
' (1) Meter Location;
(2) Billing address, telephone number, and responsible party name;
(3) Location of hydrant;
(4) Water to be used for;
' (5) Duration of use and frequency of meter reading;
(6) Meters must be brought to the Utilities Operations Center monthly for reading.
9.2 Hydrant meters accounts are billed monthly. Failure to report usage in a timely
manner for billing or accounts that are not paid in full will result in the loss of water
' service and the closing of the account with the City.
' EM Johnson Water Treatment Plant Sanitary Sewer and Backwash Waste Pump Stations
WKD # 00684.50 May 2001 SP-4

SPECIAL PROVISIONS
9.3 Hydrant meters will only be set when the temperature is over 35 degrees. Damage
to meters from the cold weather or abuse will be charged to the customers.
' 9.4 It is a violation of the City Code to establish a direct connection to a fire hydrant to
fill a tank or tank vehicle. It is also illegal to use a Double Detector check valve on a
' domestic or fireline service for temporary water service. Violations of the City Code will
result in loss of service, fines, and other measures as specified by the Code.
' Note: Individuals caught using water unmetered and/or unauthorized by the Public
Utilities Department will be prosecuted to the fullest extent of the law.
' 10. SURFACE RESTORATION
10.1 All disturbed surfaces and property thereon, shall be restored to a condition equal to
' that existing before construction began, and the contractor shall maintain and be
responsible for all ditches in paved streets, curbs, gutters or sidewalks until the contractor
' repaves the trench cuts. The contractor, with permission of the inspector, may place
temporary or permanent asphaltic material in the cut.
10.2 All easements will be seeded with grass and left so they can be mowed by
t conventional mowers, unless approved by the Public Utilities Department for rip-rap or
other specified material. In remote areas, easements will be seeded with a quality fescue
t grass. In residential areas, easements will be seeded with either falcon or rebel fescue or
leaf mulch at the request of property owner. The contractor shall guarantee a good
un iform stand of grass and shall reseed any bare or thin spots. The contractor will be
' responsible for a on-year warranty on materials and workmanship.
11. SEALED AS BUILT PLANS

11.1 "As built" plans and profiles shall be furnished to the Central Engineering
Department by the engineer upon completion and acceptance of the public main by the
' City. The Contractor shall furnish the following information to the Engineer: accurate
information regarding pipe size, pipe material, pipe length, manhole size, invert and top
elevations and accurate alignment and location of the constructed sewer mains, manholes
' and services and all other information included on the original design plans. The "as-built"
plans shall have at least two measurements to all manholes and mains referenced to a fixed
object located in the field along the depth information. The sewer permit number will also
' be provided on the plans. The "as built" plans shall be supplied to the Public Utilities
Department at the issuance of the letter of acceptance. The "as built" plans shall show all
' sewer stubs reference to the property lines.
11.2 "As Built" plans for sewer shall be provided in a digital format for utilities. The
' digital file needs to show the overall sewer system layout along with the property or
EM Johnson Water Treatment Plant Sanitary Sewer and Backwash Waste Pump Stations
WKD # 00684.50 May 2001 SP-5

SPECIAL PROVISIONS
subdivision boundaries and connecting manhole. The sewer collection system should
show main sizes, material, manholes, rim and invert elevations and any other relevant
' information (pump stations, force mains, siphons, etc.). The digital file should be delivered
in DXF format. If this is not possible, then DWG, DGN and WMF are also acceptable
formats.
12- GENERAL ACCEPTANCE
' 12.1 The Contractor must notify the Central Engineering Departments' Engineering
Inspector, in writin , before installation and for scheduling inspection. Once the project is
complete a punch list and inspection is scheduled for deficient items. Once the deficient
' items are repaired and/or replaced to meet City standards and specifications the following
items will need to be submitted to the City's Central Engineering Department.
' 12.1.1 A professional engineer's certified statement issuing acceptance.
12.1.2 "As Built" plans and profile shall be furnished by the engineer upon completion
' and acceptance by the City as stated above.

L

12.1.3 A statement from the Contractor ensuring a one year written warranty to the City
prior to issuance of the letter of acceptance.
12.1.4 A recorded map to the City of Raleigh showing all public rights-of-way.
END OF SECTION
I EM Johnson Water Treatment Plant Sanitary Sewer and Backwash Waste Pump Stations
WKD # 00684.50 May 2001
SP-6