20040054 Ver 1_Complete File_20040120

\NAT' f iviicnaei r. rsasiey, vovemor
Q William G. Ross Jr., Secretary
\01 QG North Carolina Department of Environment and Natural Resources
C t Alan W. Klimek, P.E., Director
y Division of Water Quality
Q Coleen H. Sullins, Deputy Director
Division of Water Quality
January 20, 2004
DWQ# 04-0054
Wayne County
Mr. Terry Gallimore
City of Goldsboro
222 N. Center St.
Goldsboro, NC, 27533
APPROVAL of 401 Water Quality Certification and AUTHORIZATION CERTIFICATE per the Neuse River Buffer
Protection Rules (15A NCAC 2B .0233) with ADDITIONAL CONDITIONS
Dear Mr. Gallimore:
You have our approval, in accordance with the attached conditions, to temporarily impact 3.3 acres of wetlands and to
cross 200 linear feet of intermittent and perennial streams in order to construct the Reedy Branch sanitary sewer and water
main improvement project in Wayne County, as described in your application received by the Division of Water Quality on
January 14, 2004. After reviewing your application, we have decided that this fill is covered by General Water Quality
Certification Number 3374, which can be viewed on our web site at http://h2o.enr.state.nc.us/ncwetlands . This
Certification allows you to use Nationwide Permit Number 12 when issued by the Corps of Engineers. This letter shall also
act as your approved Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 2B .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-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 and the additional condition listed below:
1. Upon completion of all work approved within the 401 Water Quality Certification, and any subsequent modifications, the
applicant is required to return the attached certificate of completion to the 401/Wetlands Unit, North Carolina Division of
Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650;
2. The maintenance corridor shall be limited to ten feet within the protected Neuse Buffers;
3. Erosion and sediment control practices must be in full compliance with all specifications governing the proper design,
installation and operation and maintenance of such Best Management Practices in order to protect surface waters
standards:
a. The erosion and sediment control measures for the project must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Sediment and Erosion Control
Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control measures must be
such that they equal, or exceed, the requirements specified in the most recent version of the North Carolina
Sediment and Erosion Control Manual. The devices shall be maintained on all construction sites, borrow
sites, and waste pile (spoil) projects, including contractor-owned or leased borrow pits associated with the
project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance with the
requirements of the Sedimentation Pollution Control Act;
NU
N. C. 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)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.ne.us/ncwetiands)
Customer Service #: 1-877-623-6748
r
Mr. Terry Gallimore
Page 2 of 2
January 20, 2004
4. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the footprint of the
impacts depicted in the Preconstruction Notice Application. All construction activities, including the design,
installation, operation, and maintenance of sediment and erosion control Best Management Practices, shall be
performed so that no violations of state water quality standards, statutes, or rules occur.
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent practicable.
If placement of sediment and erosion control devices in wetlands and waters is unavoidable, they shall be removed
and the natural grade restored within six months of the date that the Division of Land Resources has released the
project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition 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 Daryl Lamb in our Winston-Salem Regional Office at 336-771-4600 or Cyndi Karoly in our
Central Office in Raleigh at 919-733-9721.
Sincerely,
11117, Alan W. Klimek, P.E.
AW K/cbk

Attachments
cc: Corps of Engineers Washington Regulatory Field Office
Washington DWQ Regional Office
Central Files
File Copy
David Hamilton, One Centerview Drive, Suite 208, Greensboro, NC, 27407
040054
I
C2ARCADIS FPS
Infrastructure, buildings, environment, communications
John Dorney, P.E.
Wetlands/401 Division Unit
NCDENR - Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
W PPAMOS ! 0 , GAR OUP
JAN 1 4 M4
WWI Esc SECTION
Subject:
Goldsboro, North Carolina
Reedy Branch Sanitary Sewer Improvemgnts
Dear Mr. Dorney:
ARCADIS-FPS has been retained by the City of Goldsboro to design a sanitary
sewer and water main improvement project. On behalf of the City, we are pleased to
submit:
1. Seven (7) copies of the Preconstruction Notification Application Form.
2. Seven (7) copies of Jurisdictional Wetland Delineation Report
3. Seven (7) copies of plans and specifications.
The City of Goldsboro is seeking approval of plans and specifications and an
Authorization to Construct from the Division of Water Quality.
Please call me if you have any questions.
Sincerely,
Finkbeiner, Pettis and Strout, Inc.
David A. Hamilton, PE
Project Manager
Copies:
Mr. Terry Gallimore, City of Goldsboro
Finkbeiner, Pettis & Strout, Inc.
One Centerview Drive
Suite 208
Greensboro
North Carolina 27407
Tel [phone]
Fax [phone]
Date:
13 January 2004
Contact:
David A. Hamilton
Phone:
336.292.2271
Email:
damilton@arcadis-
us.com
Part of a bigger picture
Office Use Only: Form Version May 2002
4n'
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 12
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information WER41V3,
1. Owner/Applicant Information
Name: City of Goldsboro JAN 1 4 2004
Mailing Address: 222 N. Center St.
Goldsboro, NC 27533 WA E°°' QUALI ? A
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: zaknci.ggldsboro.nc.us
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: David A. Hamilton
Company Affiliation: ARCADIS-FPS
Mailing Address: One Centerview Dr. Suite 208
Greensboro, NC 27407
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: dhamiltongarcadis-us.com
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
Page 5 of 13
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Reedy Branch Sanitary Sewer improvements
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): See attached list.
4. Location
County: WoMe_ Nearest Town: Goldsboro
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): South most project limits is
located approximately 0.3 miles north of the intersection of US 70 Bypass and CUVIer Best
Road.
5. Site coordinates, if available (UTM or Lat/Long): N 35024'l 5"; W 77°56' 15"
(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. Property size (acres): 15 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Reedy Branch Creek
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at hLtp://h2o.enr.state.ne.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site has mainly flat topography where much of the land
is woodlands and agricultural fields. The portion along Hare Road is moderately developed
with single-family homes. The portion of the sewer line along Reedy Branch Creek lies
within delineated wetlands and is downslope of the Wayne County Community College.
Land use in the surrounding area is light to moderate single-family homes with several
apartment/condominium housing. At the south end of the project where the line ties into
existing manholes along US 70 it becomes light to moderate commercial development.
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Section 1: Section 1 consists of the proposed sewer that runs south from the intersection of
Tommy's Road and Hare Road for approximately 0.7 miles. This section continues as the
sewer travels northwest along New Hope Road and turns to travel south on the west side of
Reedy Branch for approximately 0.7 miles.
Section 2: Section 2 consists of the proposed sewer that runs from US 70 along Cuyler Best
Road approximately 1 mile to the intersection with New Hope Road. It travels
approximately 1/2 mile north on New Hope Road to the existing water tank site. The line
also travels approximately 1/4 mile south from Best Road along New Hope Road.
The project will consist of 24" DIP throughout the wetlands and 12, 8 and 4-inch PVC along
the rest of the project area. All sewer pipes will be DIP if the pipe runs within 100 feet of a
potable well. Additionally, the sewer pipe will be DIP within 50 feet of any. creek crossings.
The sewer pipe will be installed with conventional trenching equipment, except all road and
creek crossings will be bore and jack installation.
11. Explain the purpose of the proposed work: The purpose of the project is to providzsanitary
sewer servie to a developing area of Goldsboro.
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.
The project extends an existing 24" sanitary sewer that was installed to serve the Wayne County
Community College. This original sewer line was installed prior to the Neuse Basin Riparian
Buffer Rule Implementation; therefore, there is no prior project history, other than a sewer
extension permit.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None.
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
Page 7 of 13
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.
1. Provide a written description of the proposed impacts: The impacts to the jurisdictional
wetland delineated on the attached figure, includes mechanized clearing, grading and
stabilization back to the existing ground elevations. The forested wetlands within the
construction corridor would be converted to herbaceous wetlands..
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
linear feet)
Type of Wetland***

1 Mechanized
Clearing,
Grading,
Stabilization
3.3
yes
50+ ft
Forested wetland.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.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.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 31.25 (see figure
on attached Jurisdictional Wetland Delineation report).
Total area of wetland impact proposed: 3.3 acres.
3. Individually list all intermittent and perennial stream impacts below:
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 Im act (please secify
Clearing,
grading,
1 excavation, 40 UT-Reedy Branch loft Perennial
grass-lined
channels.
Page 8 of 13
Clearing,
grading,
2 excavation, 40 UT-Reedy Branch 4 ft Intermittent
grass-lined
channels.
Clearing,
grading,
3 excavation, 40 UT-Reedy Branch 4 ft Intermittent
grass-lined
channels.
Clearing,
grading,
4 excavation, 40 UT-Reedy Branch 4 ft Intermittent
grass-lined
channels.
Clearing,
grading,
5 excavation, 40 UT-Reedy Branch 6 ft Perennial
grass-lined
channels.
* 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.usss.sov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 110 feet will be used for a
permanent maintenance corridor. Another 120 feet will be disturbed during construction but
will be returned to its natural vegetation and existing ground elevations.
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: There are no lakes, ponds, estuaries, sounds,
Atlantic Ocean or any other water of the U.S. being impacted for this project. Reedy Branch
Creek is the only water system being impacted.
Open Water Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody

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

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
Page 9 of 13
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): There are no ponds being created in the wetlands area.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): There are no ponds being created in the wetlands area.
Size of watershed draining to pond: There are no ponds being created in the wetlands area.
Expected pond surface area: There are no ponds being created in the wetlands 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.
The proposed sanitary sewer line ties into an existing manhole that is in the delineated wetlands
and in order to meet the tie in point and still have the future customers served by a gravity
sewer, the proposed location was the most efficient and practical. The proposed route is outside
of the 50' Zone 2 Riparian buffer and contains no permanent structure other than the
underground pipe and manholes. By keeping the sewer rg avity operated, the City is able to
avoid puttin in n any permanent structures such as a pumping station or permanent access roads
to maintain such a facility. The only wet stream crossing (Reedy Branch is designed to be
bored, rather than trenched, to minimize impacts to the stream and its banks. Once the area is
as well as protect the area from increased sediment. The disturbed area will be returned to
natural vegetation and existing ground elevations, once construction is complete. The disturbed
area will function as an herbaceous wetland due to the clearing requirements by the Cit T?for
utility maintenance corridors.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
Page 10 of 13
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
h"://h2o.enr.state.nc.us/ncwetlands/strmgide.htrnl.
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 will consist of the minimization and avoidance of the impact as described in the
above section. The stream crossing is perpendicular and will be bored to avoid having
construction activity within Riparian Buffer Zones 1 and 2. The permanent easement
corridor width will be 10' within the riparian Zones 1 and 2 and will be approximately 140
linear feet; therefore, designating the practice as allowable.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/)M/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 (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Page 11 of 13
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All.buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Neuse )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 3U teet perpendicular from near banK of channel; Gone L extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
Page 12 of 13
There is no mitigation required because the perpendicular stream crossing will have a permanent
maintenance corridor limited to 10 feet in width. No surface construction disturbance will occur
along the 140-foot subterranean bore that passes through the riparian buffer. This practice is
allowable per Administrative Code 15A NCAC 02B .0233 (6) - Table of Uses.
XI. Stormwater (required by DWQ)
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.
Entire project area is grassed or wooded, therefore, there is no impervious area associated with
the sewer improvements. Limiting erosion and sediment transport off-site through measures
shown on drawings and included in Sedimentation and Erosion Control Plan (check dams, silt
fencing, ditch stabilization, rip rap, etc.).
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
This is a non-discharge project/facility. The sewage will be conveyed through the sanitary sewe
system and disposed of at the Goldsboro WWTF.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. 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).
Page 13 of 13
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
t ^?
ENVIRONMENTAL CONSULTANTS
8480 Garvey Drive Since 1985 Tei:[phone] or [phone]
Raleigh, North Carolina 27616-3175 Fax:[phone]
e-mail: rooldstein(MriaaCarolina com website: www.riaaCarolina.com
May 22, 2003
Mr. David Hamilton, P.E.
Finkbeiner, Pettis & Strout, Inc.
One Centerview Drive
Greensboro, N.C. 27407
RE: Jurisdictional Wetland Delineation, Proposed Sewerline Corridor along Reedy
Branch in Wayne County, NC.
Mr. Hamilton:
Robert J. Goldstein & Associates has completed surveys of the proposed
sewerline corridor along Reedy Branch in Wayne County, NC. The route is bounded by
New Hope Road to the north, an existing sewerline to the south, Wayne County
Community College (WCCC) to the west, and Reedy Branch to the east.
Sequentially numbered flags (pink) were hung along the wetland's boundary from
south to north (flag WA-1, through WA -184). The area is a wetland complex, dominated
by alluvial hardwoods and dense understory vegetation. Numerous seeps and drainage
channels were observed. These inputs maintain upslope portions of the wetland. Beaver
activity in the lower slope areas of this wetland has created large marsh areas along
Reedy Branch. Several areas of this wetland are defined by moderate to steep slopes
with obvious boundaries, whereas others are saturated areas reaching upslope to their
source. We did not locate the proposed project's transect line, so we instead delineated
the entire wetland edge. The area covered should be more than sufficient to
accommodate realignments to your proposed corridor. The wetland delineation extents
are illustrated on the attached figure. Some portions extend beyond the treeline, upslope
into mowed portions of the WCCC property. These areas were not delineated.
The attached figure illustrates five unnamed tributaries (Uts) of Reedy Branch.
The first three, numbered on Figure 1 accordingly, are depicted on Wayne County soil
surveys, and do qualify for protection under 15A NCAC 2B .0233 (Neuse River Riparian
Area Buffer Rules). The remaining two streams, numbered 4 and 5 on the attached
figure, do not appear on either USGS 7.5 minute topographic maps or Wayne County soil
survey. These streams do not qualify for protection. However, local regulations and
planning staff should be consulted to determine if protection is mandated under local
ordinance. Our biologists also observed a protected species. Lanius ludovicianus
(Loggerhead Shrike), during our surveys. This bird, protected as a species of `Special
Concern' by the State of North Carolina, was observed upslope of the proposed project,
inside WCCC maintained lawn and does not utilize alluvial forests for nesting or forage.
Avoidance of upland forest edges and open forage areas should insure no impact to this
species.
Environmental Assessments # Environmental Impact Statements :Jurisdictional Wetland Delineations a Endangered Species Surveys
GIS/GPS Mapping P Reservoirs *Archaeological Surveys and Testing • Water Supply Projects *Real Estate Risk Assessments *Lake Management
Watershed Management 0 lnstream Flow Analyses • Mitigation Plans • Stream Restoration • Municipal Solid Waste Landfills • Sewerlines
Wastewater Treatment Plants • 404 and 401 Permits • Groundwater Monitoring • Biological Assessments • Expert Witness Testimony
ENVIRONMENTAL CONSULTANTS
8480 Garvey Drive Since 9985 Tel:[phone] or [phone]
Raleigh, North Carolina 27616-3175 Fax:[phone]
e-mail: raoldstein(Md-gaCarolina com website: www.rioaCarolina.com
Stream and wetland delineation flag locations were recorded with our sub-meter
GPS. The GPS points are being sent to you via email, as AutoCAD r14.dxf files, NAD 83
meters. COE Wetland Determination forms will be mailed out tomorrow morning. These
will be necessary if permitting is required. Two links are provided for your information
below. DWQ General Certification 3374 is the state's counterpart for the US Army Corps
of Engineers Nationwide Permit (NWP) 12, Utility Line Backfill and Bedding, which applies
to the proposed project. The text of these regulations are also enclosed for your
reference.
•DWQ General Certifications: http://h2o.enr.state.nc.us/ncwetlands/certs.html
•US Army COE Wilmington District:
http://www.saw.usace.army.miI/wetlands/general&nationwide permits.htm
•NCAC (Buffers in Title 15A, Chapter 2, subchapter B, section .0233:
http://ncrules state nc us/ncadministrativ /title 15aenviron /chapter02enviro /default.htm
The permitting process can be complex; don't hesitate to contact us with
questions. Your project also requires DWQ approval to impact Neuse River Riparian
Buffers, 15A NCAC 2B .0233.
Call with questions. Thank you for the opportunity to provide environmental
services to FP&S.
Sincerely,
Christopher D. Hopper, Biologist
Robert J. Goldstein & Associates, Inc.
8480 Garvey Drive - Raleigh, NC 27616
[phone] fax: [phone]
URL: www.rigaCarolina.com
Email: chopper _rigaCarolina.com
Environmental Assessments • Environmental Impact Statements • Jurisdictional Wedand Delineations • Endangered Species Surveys
GIS/GPS Mapping *Reservoirs &Archaeological Surveys and Tesdng • Water Supply Projects *Real Estate Risk Assessments *Lake Management
Watershed Management • Instream Flow Analyses • Midgation Plans • Stream Restoration • Municipal Solid Waste Landfills • Sewerlines
Wastewater Treatment Plants • 404 and 401 Permits • Groundwater Monitoring • Biological Assessments • Expert Witness Testimony

it ZM-ZL8(666) :X8b (.U00'i L.lll0.>eoebfTjVtiVW BL£-MLZ ON '4Bie1ea
VL66ZL8 (66) enua AGAM0 (381,19
S1NviinSN 00 IVIN3 W N 081AN3
•aul `samoossv :p waisppoD •r magoy ' s
•eug01e0 yVoN uno0 au eM '100101 aupaaMeS
L a.nBld
posodoid aol paaedaid `pueje (peeN 6uole uogeeullaa puegaM ?

jl) swesil.s aaglo o} elgeogdde I +
F,
salru jo} suoll.elnBei leool l,insuoo p #

•(salm jejjna JGAIN asnON i
r }t -?f
6uliaMpl.) sdL*lN Ilos Sos dasn 3
uo jeadde g pue `z` 6 sweaa}s.Ln
SJaleM aofr rtg w?' q •. Ej7 7
pa}eaullap IOU 8003 ?f
puelleM leuollol0slanf £

load 00% Q
•r Y
a alloy 41unwuuoJ
Ajuhoo auKeM
v_

// ? L"r? ? .. { yet'
1 Y ?
t T' Y? h
rl'M
S a

DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)

ProjectYSite:_. ;
Date: vie-, a, J , , f R'63
Applicant/Owner: County' ;-, e
Investigator ,???? State:
Do Normal Circumstances east on the site? e- Community ID:
Is the site significantly disturbed (Atypical Situation) ? es Transect ID:
Is the area a potential Problem Area? Yes No Plot ID:
If needed, a lain on reverse.
VEGETATION
HYDROLOGY
Do inant Plant Species
m Stratum Indicator Dominant Plant Species Stratum Indicator
1. ,r
( L Z , ?, l to o- . 3 u , r;k-. 2 _
9. L y a Vi 'N <-
2. ~ivt? ?• t' ?A r.`.
? e 10. 1 - vC i C+` cue .ac?f? t n
c s1 .
? ?
_

3. )) {
? y
?
?
4. ':v e Ll ?' w ?7L7 I 1 !' (? 12.
_
6. 14.
7. 't?X . off:: S ?? ?a1S'v l e lid 15.
8. U;10-, Oy'+? c _ I ?'Y d? i a+ 16.
_
Percent of Dominant Species that are OBL. FACW or FAC .. .
...i'?t
( excluding FAC
Remarks:
_ Recorded Data (Descrbe in Remarks):
Stream, Lake, or Tide Gauge
_ Aerial Photographs
_ Other
_ No Recorded Data Avallable Wetland Hydrology Indicators:
Primary indicators:
_ hnxndated
_ Saturated in Upper 12 Inches
_ Water Marks
_ Drift Lines
_ Sediment Deposits
Field Observations: Drainage Patterns in Wetlands
-' \ Secondary Indicators (2 or more required):
Depth of Surface Water. (in.) _ Oxidized Root Channels In Upper 12 Inches
Water-Stalled Leaves
Depth to Free Water in Pit: (in.) _ Local Sal Survey Data
,/ - FAC-Neutral Test
Depth to Saturated Soil: (in.) _ Other (Explain in Remarks)
Remarks:
Al/A

132
Appendix B Blank and Example Data Forms
r
SOILS
Map Unit Name
(Series and Phase): Cra-yc? n -%Z _++r °f .
v1? b n -ite `! Drainage Gass:

Taxonomy (Subgroup). ti''tcl?i Field Observations
Confirm Mapped Type? .Yes __No .:. .
Profile Description:
Depth Matrix Color `
finches) Horizon (Munsell Mois
Mottle Colors Mottle Abundance/ Texture, Concretions,
t) (Munseli Moist) Size/Contrast Structure. etc.
-(? +? . ???? 1. , ..
Hydric Soil Indicators:
_ Hstosol - Concretions
_ Hstic Epipedon _ Hgh Organic Content in Surface Layer in Sandy We
_ Sulfidic Odor _ Organic Streaking In Sandy Solls
_ Aquic Moisture Regime - Listed on Local Hydric Soils List
_ Reducing Conditions - Listed on National Hydric Soils List
Gieyed or Low-Chroma Colors _ Other (EVlain in Remarks)
Remarks:

WETLAND DETERMINATION
Fydrophytic Vegetation Present? Yes No (Circle) y -.(Circle)
Wetland Hydrology Present? Yes ? "'^
Hydric Sail Present? Yes Is this Sampling Point Within a Wetland? Yes 0
Remarks: ^ . 4 _? _1 ?1x1L?i?
T\OC b-4
Aooroved by
Appendix B Blank and Example Data Fors 133
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site:° Date: HL4 1 _ `? . Z =c .
Applicant/Owner: County:
Investigator: ?•?w . < ? . a? " \i lcl- State: .
Do Normal Circumstances e)dst on the site? Yes) No Community ID:
Is the site significantly disturbed (Atypical Situation)? Yes CN7oD Transect ID:
Is the area a potential Problem Area? Yes No Plot ID:
If needed explain on reverse.
VEGETATION
Dominant Plant Speci es Stratum Indicator Dominant Plant Species Stratum Indicator

2. Act-s,
.rt `Jiri JL}
it
1''b`v

4.LirtC, !L e" ;. "C?S?? •. 14 ?C? ?. 12.j1?C?j1.^l?l t:al
'-' 13 ';ii ci.Ll
a Z?
8. + ? :1at ?t.Smt=.;t lip; ^r'L. Vf 14. :?,`v? , ?d? _ y•-i??a
c .tu?hC,d+l',^r? -clrG
7. is.??ilt.i.ticj_

Percent of Dominant
(excluding FAG). Species that are OBL, FACW or FAC
Remarks:
HYDROLOGY
Recorded Data (Describe in Remarks):
_ Stream, Lake, or Tide Gauge
_ Aerial Photographs
_ Other
_ No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
X inundated
)L Saturated in Upper 12 Inches
_ Water Marks
_ Drift Lines
_ Sediment Deposits
Field Observations: \ r* Drainage Patterns In Wetlands

Depth of Surface Water. ) }3 (in.) Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 Inches
Water-Started Leaves
Depth to Free Water in Pit' Local Soil Surrey Data
_ FAC-Neutral Test
Depth to Saturated Soil:` (in.) _ Other (Explain in Remarks)
Remarks: e,, s r_+se ?:'ar?c c1"? j ?uiC ?t?ir?c'+d,t) ,
t l1,Jc? C3 .., i b vI"J ?+ t_t_.? Lf? ?? l?•JSt? y ?,1«?t 1dl C)± i1?ti 'I`i\c'l'? ?l!ilC i? eJe1`?.
N?
132 Appendix B Blank and Example Data Forms
snit s
Map Unit Nacre
(Series and Phase):
Drainage Gass: \te_a
-

O
C
: ?}} Field Observations
"
?
Yes
Q
r
d T
fi
M
N
C
.
rry . '
Taxorwmy (Subgroup)- ype
...
.:
_
appe
k .,-.
on
rm
..
o

Profile Description:
Depth Matrix Collor'
• chesl Horizon (Mansell Moj)
Mottle Colors Mottle Abundance/ Texture, Concretions,
(Munsell Moist) Sim/ContrastStructure. etc.

Hydric Soil Indicators:
_ Hstosol Concretions
Hello Epipedon Hgh Organic Content in Surface Layer in Sandy Soils
SulNdlo Odor Organic Streaking in Sandy Soils
_ Aquic Moisture Regime Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National RAric Soils List
_ Geyed or tow-Chroma Colors _ Other (Explain in Remarks)
Remarks:
WM ANn nFTFRMINATInN
Fydrophytic Vegetation Present? Yes) No (Circle) _(Circle)
Wetland Hydrology Present? es No (?'1
Hydrlc Soils Present? ete;i No Is this Sampling Point Within a Wetland? Yom' No
Remarks: TEL?1i??`f _$
orl VIJes TI?Ccs?J? 1 fl D? c?. -i L ?t
tot \?(
RECONSEMEM=
Amrtmwi by
Appendix B Blank and Example Data Forms B3
Fj Finkbeiner, Pettis & Strout, Inc.
r
10166106
Invoice Number Date Voucher Amount Disco P vious Pay Net Amount
1222031 12/22/03 1137026 475.00 475.00
NCDENR -Division of Water Qua
Totals
475.00
475.00
001 3
001
II
I
r
a

j
z
v mac"

ta ARCADIS FPS
Infrastructure, buildings, environment, communications

1
1
1
f
1
1
1

1
CITY OF GOLDSBORO
Alfonzo King, Mayor
Richard M. Slozak, City Manager
W. Harrell Everett, Jr., City Attorney
Sandra T. Justice, City Clerk
Richard Durham, Finance Director
Terry H. Gallimore, City Engineer
0 1 FPS
Infrastructure, buildings, environment, communications
CONTRACT DOCUMENTS
AND DETAILED
SPECIFICATIONS
FOR THE
REEDY BRANCH SANITARY
SEWER IMPROVEMENTS
ARCADIS PROJECT NO. GRGOL03101 B1
January 2004

BID REQUEST NO.

SPECIFICATIONS AND CONTRACT FORMS
REEDY BRANCH SANITARY SEWER IMPROVEMENTS
FOR THE
' CITY OF GOLDSBORO, NC
ALFONZO KING, MAYOR
COUNCIL MEMBERS
J. B. RHODES CHARLES J. WILLIAMS
DELMUS BRIDGERS CHUCK ALLEN
BOB WALLER
JR
GOODMAN
WILLIAM C
,
.
.

CITY MANAGER RICHARD M. SLOZAK
CITY ATTORNEY W. HARRELL EVERETT, JR.
CITY CLERK SANDRA T. JUSTICE
FINANCE DIRECTOR RICHARD DURHAM
CITY ENGINEER TERRY H. GALLIMORE

ENGINEERING BY ARCADIS FPS
ONE CENTERVIEW DRIVE
SUITE 208
GREENSBORO, NC 27265
[phone]

J

ENGINEER CERTIFICATION
HEREBY CERTIFY THAT SPECIFICATIONS CONTAINED HEREIN AND THE ACCOMPANYING DRAWINGS
WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION.
SIGNED, SEALED AND DATED THIS ?-t'14 DAY OF --TkN ut Act 2004
BY DAVID A. HAMILTON, P.E. BY MICHAEL S. CALDWELL, P. E.
TITLE PROJECT MANAGER TITLE PROJECT ENGINEER
(Seal)
(Seal)
`,,,t4/111111/1j
N CAR941
'
FESS/ % y
.o
Q
L
19697
?i F ?P: ??
CONTENTS
INVITATION TO BID
INSTRUCTIONS TO BIDDERS
PROPOSAL
CONTRACT
CONTRACT BOND
GENERAL CONDITIONS
SPECIAL CONDITIONS
EQUIPMENT CHECKLIST
SCHEDULE OF DRAWINGS
SALES TAX
DETAIL SPECIFICATIONS
1. (NOT USED)
II. STORM SEWERS AND APPURTENANCES
III. CONCRETE CURB AND GUTTER,
SIDEWALKS AND DRIVEWAYS
IV. BITUMINOUS CONCRETE PLANT MIXES
AND TACK COATS
IV A. (NOT USED)
V. (NOT USED)
VI. CONTROL OF EROSION, SILTATION,
AND POLLUTION
VII. SANITARY SEWER AND APPURTENANCES
VII A. (NOT USED)
VIII. WATER LINES AND APPURTENANCES
IX. BORED ENCASEMENT PIPE
X. (NOT USED)
XI. (NOT USED)
PAGE NUMBER Total NO. of Pages
I-1 1
IB-1 : IB-6 6
P-1: P-10 10
C-1 : C-3 3
CB-1 : CB-4 4
GC-1 : GC-30 30
SC-1 : SC-17 17
CL-1 I
SD-1 1
ST-1 : ST-3 3
DS II-I : DS II-7 7
DS III-1 : DS III-10 10
DS IV-i : DS IV-10 10
DS VI-1 : VI-5 5
DS VII-I : DS VII-14 14
DS VIII-1 : DS VIII-14 14
DS IX-I : DS IX-3 3
XII. (NOT USED)
XIII. (NOT USED)
XV. (NOT USED)
XVI. (NOT USED)
XVII. FENCE RELOCATION
XVIII. PROGRESS MEETINGS
0270. SEEDING AND MULCHING
210 (NOT USED)
DS XVII-1 : DS XVII-2
DS XVHI-I : DS XVIII-2
DS 0270-1 : DS 0270-6
2
2
6

CITY OF GOLDSBORO NC
INVITATION TO BID
Sealed bids will be received by the City of Goldsboro, North Carolina, until , at which time
at a meeting in the , Goldsboro, NC, the sealed bids will be
publicly opened. The work shall consist principally of:
Reedy Branch Sanitary Sewer Improvements
Formal Bid
14,500 Linear Feet of Sanitary Sewer Line and 2,380 LF of Water Line Accessory
Construction
Proposals must be enclosed in a sealed envelope addressed to the City Purchasing Agent, P. O.
Drawer A, or 214 N. Center Street, City of Goldsboro, North Carolina 27530. The outside of the
envelope must be marked NORMAL BID REQUEST , "Reedy Branch Sanitary
Sewer Improvements". All proposals must be made on the blank forms provided for that
purpose. The name, address, and license number of the bidder shall be plainly marked on the
sealed envelope.
Each proposal must be accompanied by a certified check, drawn on a bank or trust company
authorized to do business in North Carolina, payable to the City of Goldsboro, in an amount to at
least equal five percent (5%) of the total amount of the bid, as a guarantee that a contract will be
entered into and that a satisfactory performance bond will be executed. In lieu of a certified
check, the bidder may submit a bid bond in the form prescribed by G.S. 143-129 as amended by
Chapter 1104 of the Public Laws of 1951.
Contractors are notified that Legislative Acts relating to licensing of contractors will be observed
in receiving bids and awarding the contract.
Plans and specifications are on file and may be examined at the office of the City Engineer,
' Goldsboro, North Carolina; in AGC offices in Raleigh, Charlotte, High Point, and Fayetteville,
North Carolina; and, in the Dodge Plan Rooms in Raleigh and Greensboro, North Carolina.
Plans and specifications may be obtained upon application to FPS accompanied by a payment in
' the amount of Fifty Dollars ($50.00). The deposit will be refunded to those who return plans and
specifications in a usable condition within ten (10) days after date of receiving bids.
The right is reserved to reject any or all bids, to add or delete work, to waive informalities, and to
award contract which, in the opinion of the City, appears to be in its best interest. The right is
reserved to hold any or all proposals for a period of sixty (60) days from the opening thereof.
I

I-I
CITY OF GOLDSBORO, NC

INSTRUCTIONS TO BIDDERS
1. BID FORM
The Contract Documents include a complete set of bidding and Contract forms,
which are for the convenience of bidders and are not to be detached from the Contract
Documents, filled out, or executed. Separate copies of Bid Forms are furnished for that
purpose. Bid Forms must be completed in ink or by typewriter without erasure,
interlineation, changes, or special conditions. All Bids shall be subject to all
requirements of the Contract Documents, including the Drawings, and these Instructions
to Bidders. All Bids must be regular in every respect. The Owner may consider as
irregular any Bid on which there is an alteration of or departure from the Bid Form hereto
attached and at its option may reject the same.
Bid Documents including the completed Bid Form and the Bid Bond shall be
I enclosed in a sealed envelope marked as specified in the Invitation to Bid
(Advertisement).
Bids by corporations must be executed in the corporate name by the president or a
vice-president (or other corporate officer accompanied by evidence of authority to sign)
and the corporate seal shall be affixed and attested by the secretary or an assistant
secretary. The corporate address shall be shown below the signature.
Bids by partnerships must be executed in the partnership name and signed by a
partner, his title must appear under his signature, and the official address of the
partnership and names of all partners must be typed or printed below the signature.
The Bid shall contain an acknowledgment of receipt of Addenda.
2. BID SECURITY
The amount and type of Bid Security is stated in the Invitation to Bid
' (Advertisement). The required security must be in the form of a certified check made
payable to the City of Goldsboro or a bid bond issued by a surety licensed to conduct
business in North Carolina and named in the current list of "Surety Companies
Acceptable on Federal Bonds" as published in the Federal Register by the Audit Staff
Bureau of Accounts, U.S. Treasury Department. The Bid Security of the successful
Bidder will be retained until he has executed the Contract and furnished the required
Contract Security, whereupon it will be returned; if he fails to execute and deliver the
Contract and furnish the required Contract Security within ten (10) days of the Notice of
Award, the City of Goldsboro may annul the Notice of Award and the Bid Security of
that Bidder will be forfeited. The Bid Security of any Bidder whom the City of Goldsboro
believes to have a reasonable chance. of receiving the award may be retained by the City

IB-1

until the earlier of the seventh day after the executed Contract is delivered by Owner to
Contractor and the required Contract Security is furnished or the sixty-first day after the
Bid opening. Bid Security of other Bidders will be returned within seven days of the Bid
opening except that Bid Bonds will only be returned upon request.
Revised Bids submitted before the opening of Bids, if representing an increase in
excess of two percent (2%) of the original Bid, must have the Bid guaranty adjusted
accordingly; otherwise, the Bid will not be considered.
3. MODIFICATION AND WITHDRAWAL OF BIDS
Bids may be modified or withdrawn by an appropriate document duly executed (in
the manner that a Bid must be executed) and delivered to the place where Bids are to be
submitted at any time prior to the opening of Bids.
4. EXAMINATION OF CONTRACT DOCUMENTS AND SITE
Before submitting his Bid, each Bidder must (a) examine the Contract Documents
thoroughly, (b) visit the site to familiarize himself with local conditions that may in any
manner affect performance of the Work, (c) familiarize himself with federal, state and
local laws, ordinances, rules and regulations affecting performance of the Work; and (d)
carefully correlate his observations with the requirements of the Contract Documents.
The submission of a Bid will constitute an incontrovertible representation by the
Bidder that he has complied with every requirement of this paragraph. The Contractor by
the execution of the Contract shall in no wise be relieved of any obligation under it due to
his failure to receive or examine any form or legal instrument or to visit the site and
acquaint himself with the conditions there existing and the City of Goldsboro will be
justified in rejecting any claim based on facts regarding which he should have been on
notice as a result thereof.
5. BIDDER'S QUALIFICATIONS
Each Bidder shall, upon request of the City of Goldsboro, submit a statement of the
Bidder's qualifications, his experience record in constructing the type of improvements
embraced in the project, his organization and equipment available for the work
contemplated, and, when specifically requested, a detailed financial statement. The City
of Goldsboro shall have the right to take such steps as it deems necessary to determine
the ability of the Bidder to perform his obligations under the Contract and the Bidder
shall furnish the City of Goldsboro all such information and data for this purpose as it
may request. The right is reserved to reject any Bid where an investigation of the
available evidence or information does not satisfy the City of Goldsboro that the Bidder
is qualified to carry out properly the terms of the Contract.
IB-2

1 6. INTERPRETATIONS OR ADDENDA
All questions about the meaning or intent of the Contract Documents shall be
submitted to the Engineer in writing by prospective Bidders who have obtained Contract
Documents from the office of the Engineer. Replies will be issued by Addenda mailed or
delivered to all parties recorded by the Engineer as having received the bidding
documents. Questions received less than five days prior to the date for opening of Bids
will not be answered. Only questions answered by formal written Addenda will be
binding. Oral and other interpretations or clarifications will be without legal effect. Each
Bidder shall ascertain prior to submitting his Bid that he has received all Addenda issued,
and he shall acknowledge their receipt with his Bid.
7. UNIT PRICES

The unit price for each of the several items in the Proposal of each bidder shall
include its pro rata share of overhead so that the sum of the products obtained by
' multiplying the quantity shown for each item by the unit price bid represents the total bid.
Any bid not conforming to this requirement may be rejected as informal.
It is hereby agreed that the preliminary measurements and estimated quantities are
not necessarily correct and that payments to be received by the Contractor shall be the
actual quantities developed by construction of the work at the unit prices contained in this
Contract or as otherwise provided.
The City of Goldsboro reserves the right to extend the Contract upon the same terms
and at the same unit prices provided that such extensions shall not exceed in cost twenty-
five percent (25%) of the original total amount of bid. Such extensions will
automatically extend the time of completion in proportion to the dollar value as stipulated
in paragraph 1-35 of the General Conditions. If the conditions under the contract result in
an increase of more than 25% in the quantities of such item, then the City and the Bidder
shall negotiate a reasonable unit price based upon the quantities cost to Bidder,
comparable unit prices in the Goldsboro area, and other factors presented to the City by
the Bidder. If the Bidder and the City are unable to agree upon the unit price, the City
may have said item of work performed by it or a third party and this item will be
deducted from the contract
.
It is agreed that the City of Goldsboro shall have the right to determine the amount of
work to be done under this contract and may, at any time, make any changes in the
dimensions, grades, and alignment, and may increase or decrease the quantity of work to
be done or may entirely exclude any of the items or work without thereby altering or
invalidating any of the prices herein named in this contract in any respect. If such
alterations diminish the quantity of work to be done, they shall not constitute a claim for
damages for loss of anticipated profits. If such action be taken, unit prices appearing in
l
h
ll
t
l th
f
th
P
l
t
id
roposa
s
a
con
ro
e
ina
e
amoun
pa
.
'J
IB-3

8. ALTERNATIVE BIDS
No alternative bids will be considered unless alternative bids are specifically
requested in the Bid form.
9. TIME FOR RECEIVING BIDS
Bids received prior to the advertised hour of opening will be kept securely sealed.
The officer whose duty it is to open them will decide when the specified time has arrived,
and no Bid received thereafter will be considered; except that when a Bid arrives by mail
after the time fixed for opening, but before the reading of all other Bids is completed, and
it is shown to the satisfaction of the City of Goldsboro that the nonarrival on time was
due solely to delay in the mails for which the Bidder was not responsible, such Bid will
be received and considered.
10. OPENING OF BIDS
At the time and placed fixed for the opening of Bids, the City of Goldsboro will
cause to be opened and publicly read aloud every Bid received within the time set for
receiving Bids, irrespective of any irregularities therein. Bidders and other persons
properly interested may be present, in person or by representative.
11. BIDS TO REMAIN OPEN
All Bids shall remain open for the time stated in the Invitation to Bid
(Advertisement) or in the Special Conditions after the day of the Bid opening, but the
City of Goldsboro may, its sole discretion, release any Bid and return the Bid Security
prior to that date.
12. AWARD OF CONTRACT
The City of Goldsboro reserves the right to reject any and all Bids and waive any and
all informalities, and the right to disregard all nonconforming or conditional Bids or
counter proposals.
In evaluating Bids, the City shall consider the qualifications of the Bidders, whether
or not the Bids comply with the prescribed requirements, and alternates and unit prices if
requested in the Bid Forms. The City may consider the qualifications and experience of
Subcontractors and other persons and organizations (including those who are to furnish
the principal items of material or equipment) proposed for those portions of the Work as
to which the identity of Subcontractors and other persons and organizations must be
submitted as specified in the Special Conditions. The City may conduct such
IB-4
F1
investigations as it deems necessary to establish the responsibility, qualifications, and
financial ability of the Bidders, proposed Subcontractors, and other persons and
organizations to do the Work in accordance with the Contract Documents to the
satisfaction of the City within the prescribed time. The City of Goldsboro reserves the
right to reject the Bid of any Bidder who does not pass any such evaluation to the City's
satisfaction.
If a contract is to be awarded, it will be awarded to the lowest responsible Bidder
whose evaluation by the City indicates that the award will be in the best interests of the
city.
13. EXECUTION OF AGREEMENT - PERFORMANCE AND PAYMENT BOND
Subsequent to the award and within ten (10) days after the prescribed forms are
presented for signature, the successful Bidder shall execute and deliver to the City of
Goldsboro a contract in the form included in the Contract Documents in such number of
1 copies as the City may require.
Having satisfied all conditions of award as set forth elsewhere in these documents,
the successful Bidder shall, within the period specified above, furnish a surety bond in a
penal sum not less than the amount of the Contract as awarded, as security for the faithful
performance of the Contract, and for the payment of all persons, firms or corporations to
whom the Contractor may become legally indebted for labor, materials, tools, equipment,
or services of any nature including utility and transportation services, employed or used
by him in performing the work. Such bond shall be in the same form as that included in
the Contract Documents and shall bear the same date as, or a date subsequent to that of
the Contract. The current power of attorney for the person who signs for any surety
company shall be attached to such bond. This bond shall be issued by a surety licensed to
conduct business in North Carolina and named in the current list of "Surety Companies
Acceptable on Federal Bonds" as published in the Federal Register by the Audit Staff
Bureau of Accounts, U.S. Treasury Department.

The failure of the successful Bidder to execute such Agreement and to supply the
required bond or bonds within ten (10) days after the prescribed forms are presented for
signature, or within such extended period as the City of Goldsboro may grant, based upon
reasons determined sufficient by the City, shall constitute a default, and the City may
either award the Contract to the next lowest responsible Bidder or readvertise for Bids,
and may charge against the Bidder the difference between the amount of the Bid and the
amount for which a Contract for the work is subsequently executed, irrespective of
whether the amount thus due exceeds the amount of the Bid bond. If a more favorable
Bid is received by readvertising, the defaulting Bidder shall have no claim against the
City for a refund.

IB-5

14. CONTRACT TIME AND LIQUIDATED DAMAGES

The number of days for the completion of Work (the Contract Time) is set forth in
the Proposal or in the Special Conditions and will be included in the executed Contract.
Any provisions for liquidated damages are set forth in the Special Conditions and/or
Proposal.
IB-6

1

11

PROPOSAL
TO THE MAYOR AND COUNCILMEMBERS
OF THE CITY OF GOLDSBORO
GOLDSBORO, NORTH CAROLINA

The undersigned hereby signifies that it is his intention and purpose to enter into a
contract to furnish labor, materials, equipment, apparatus, etc. required and to do all work
necessary for and because of the construction of Reedy Branch Sanitary Sewer
Improvements of Goldsboro, North Carolina, in accordance with the terms of the
Invitation to Bid (Advertisement), Instructions to Bidders, General Conditions, Special
Conditions, Specifications, Drawings, and this Proposal and the following form of
Contract, and pursuant with the requirements of the Invitation to Bid (Advertisement) and
the Instructions to Bidders, there is deposited herewith a (bid bond) (certified check) in
the amount of dollars
($ ) payable to the City of Goldsboro, the same to be refunded to the
undersigned under the conditions and in compliance with the terms of this Proposal,
which are as follows:
THAT: The undersigned carefully examined the Invitation to Bid, Instructions to
Bidders, General Conditions, Special Conditions, Specifications, Drawings, and this
Form of Proposal and the Contract and fully understands them.

THAT: The undersigned carefully examined the site or sites of the project or
projects and is familiar with the conditions under which the work, or any part of it, is to
be done and the conditions which must be fulfilled in furnishing and/or erection or
construction of any or all items of the project, and the furnishing only of any materials,
equipment, or apparatus specified in connection therewith.
THAT: The undersigned will provide all necessary tools, machinery, apparatus,
and all means necessary to do all the work and will furnish all materials, equipment,
apparatus, and all else necessary to complete such Contract as may be entered into, in the
manner prescribed in the Contract and Specifications and according to the Drawings and
requirements under them of the Engineer, in a first class manner.
THAT: It is the intention of the City of Goldsboro, subject to the conditions set
forth, to award contracts for the project on the basis of bids received at this letting and in
such manner as they may decide on being in the best interest of the City.
THAT: Should this Proposal not be accepted by the City, the amount of the (bid
bond) (certified check) in the amount of
. dollars ($ )
deposited herewith will be returned to the undersigned. Bid bonds will not be returned
except on request of the bidder.
P-1

THAT: Should this Proposal be accepted by the City, and the undersigned fail or
neglect to execute such proposed contract, and to furnish the required bond within ten
(10) days after receiving notification from the City of Goldsboro that such Proposal was
accepted, the above amount of
dollars ($_ ) deposited herewith shall be retained as liquidated damages.
The City reserves the right to extend the time allowed for executing the Contract and
furnishing the bond.
THAT: The City reserves the right to reject any or all Proposals.
THAT: On being awarded the Contract, the undersigned will execute a Contract
Bond, satisfactory to the City, on the form included hereinafter, equal to one hundred
percent (100%) of the contract price, as surety for the faithful performance of the
Contract.
THAT: A Proposal made by a corporation must be signed by its proper officers
in a legal manner and its official address stated therein.
THAT: A Proposal made by a firm shall be signed with the name of each
member of said firm and the firm name added, with the official address of said firm.
THAT: The undersigned will complete such contracts as it is hereby proposed to
enter into within the time stated herein.
THAT: The undersigned proposes to enter into a contract in accordance with this
Proposal and the Plans and Specifications and the Contract attached for Reedy Branch
Sanitary Sewer Improvements for the City of Goldsboro for the following price or prices:
A (certified check) (bid bond) in the amount of
dollars ($ ) the total of such amount being not less than five percent (5%)
of the total amount of the bid submitted under this Proposal, as required by the Invitation
to Bid, is hereto attached in the space provided below:
(PIN CERTIFIED CHECK OR BID BOND IN THIS SPACE)
The undersigned hereby certifies that he is licensed as a General Contractor under
the provisions of the Act of the North Carolina Legislature, Session of 1925, regulating
the practice of General Contracting, and that the number of his license under which he is
now operating is
It is fiu-ther agreed that the Bidder is to complete work included in the award
within the time and under the conditions set forth, and that if default is made in such
completion and conditions, the City shall deduct as liquidated damages the sum of Eight
Hundred Dollars ($800.00) per day for each and every calendar day that the completion
P-2

of the contract is delayed and above the contract time or conditions not met as set forth
below.
The undersigned agrees to begin work on a date to be set by the Engineer after
contract award has been made and to complete all work included in the project within
180 (One hundred and Eighty) days from the date of Notice to Proceed.
Time is of the essence in the completion of this contract. The schedules set forth
above will be strictly enforced by the City due to the inconvenience and expense any
delays will cost the City and abutting property owners. The City reserves the right to
terminate this contract as provided for in GC 1-48, if the Contractor fails to complete any
segment of said work in accordance with the above schedule.
The receipt of the following Addenda is hereby acknowledged:
Number Date
Number Date
Number Date
Respectfully submitted the day of
2004.
Signature of Person, Firm, or Corporation Making Bid
By:
(CORPORATE SEAL) Address:
P-3

It is understood that only the names of the bidders given above are to be made
public, but for the full information of the City of Goldsboro, there is to be stated in the
following space the names of all persons interested in this Proposal.

F1
U
LJ

The bidder shall state in the following space where he has or they have executed
work of a similar nature to this, as proposed, the extent of such work, for whom executed,
and the names of persons for personal and business references.

P-4 I

PROPOSAL FOR REEDY BRANCH SANITARY SEWER IMPROVEMENTS
ITEM. ESTIMATED
NO. DESCRIPTION QUANTITY UNIT
SANITARY SEWER IMPROVEMENTS
CUYLER BEST ROAD & NEW HOPE ROAD
1 8" PVC (6'-8') Sewer Line 972 Linear Feet
2 8" PVC (8'-10') Sewer Line 2,273 Linear Feet
3 8" PVC (10'-12') Sewer Line 130 Linear Feet
4 8" D.I. (6'-8') Sewer Line 5 Linear Feet
5 8" D.I. (8'-10') Sewer Line 65 Linear Feet
6 12" PVC (0'-6') Sewer Line 26 Linear Feet
7 12" PVC (6'-8') Sewer Line 71 Linear Feet
8 12" PVC (8'-10') Sewer Line 507 Linear Feet
9 12" PVC (10'-12') Sewer Line 2,245 Linear Feet
10 12" PVC (12'-14') Sewer Line 1,280 Linear Feet
11 12" PVC (14'-16') Sewer Line 614 Linear Feet
12 I2" PVC (16'-18') Sewer Line 72 Linear Feet
13 12" D.I. (8'-10') Sewer Line 179 Linear Feet
14 12" D.I. (10'-12') Sewer Line 28 Linear Feet
p - 5
UNIT TOTAL COST
PRICE INPLACE
ITEM.
NO DESCRIPTION
15 12" D.T. (12'-14') Sewer Line
16 12" Pipe Sewer in Tunnel or Bored
17 18" Steel Casing Pipe w/8" MIDI Pipe by Dry Bore
18 24" Steel Casing Pipe w/12" MIDI Pipe by Dry Bore
19 Manhole Including Ring and Cover
20 4" PVC Schedule 40 (open cut)
21 4" PVC Schedule 40 (bored)
22 4" Sewer Tap w/Cleanout
23 Select Borrow
24 Remove and Replace Existing Fence
25 Remove and Replace Storm Drainage Pipe
26 Remove and Replace Existing DOT Guard Rail
27 Traffic Control
28 Testing Allowance
29 Silt fence
30 Stone Check Dam
31 Temporary Sediment Trap
P - 6
ESTIMATED
QUANTITY UNIT

13 Linear Feet
150 Linear Feet
188 Linear Feet
50 Linear Feet
326 Vertical Feet
234 Linear Feet
198 Linear Feet
9 Each
222 Cubic Yards
100 Linear Feet
300 Linear Feet
40 Linear Feet
I Lump Sum
I Lump Sum
4,643 Linear Feet
24 Each
I Each
UNIT TOTAL COST
PRICE IN PLACE
i
t
r
ITEM. ESTIMATED
NO. DESCRIPTION QUANTITY UNIT
32 Temporary Ditch Stabilization Material 1,740 Square Yards
33 Rock Pipe Inlet Sediment Trap Type "B" I Each
34 Seeding and Mulching 8,700 Square Yards
SANITARY SEWER IMPROVMENTS - CUYLER BEST & NEW HOPE ROAD SUBTOTAL
WATER MAIN IMPROVEMENTS
CUYLER BEST ROAD
1 12" D.I. RJ Water Main 2,230 Linear Feet
2 12" HDPE Pipe, Directionally Drilled 150 Linear Feet
3 Fire Hydrant Assembly Type "2" 4 Each
4 Select Borrow 10 Cubic Yards
5 Replace 3" Sewer FM w/DIP 250 Linear Feet
6 Remove and Replace Storm Drainage Pipe 100 Linear Feet
7 Traffic Control I Lump Sum
8 Testing Allowance 1 Lump Sum
9 Stone Check Dam 4 Each
10 Temporary Ditch Stabilization Material 440 Square Yards
11 Rock Pipe Inlet Sediment Trap Type "B" 1 Each
12 Seeding and Mulching 2,200 Square Yards
P - 7
UNIT TOTAL COST
PRICE INPLACE

ITEM. ESTIMATED UNIT TOTAL COST
NO. DESCRIPTION QUANTITY UNIT PRICE IN PLACE
WATER MAIN IMPROVEMENTS - CUYLER BEST ROAD SUBTOTAL
SANITARY SEWER IMPROVEMENTS
REEDY BRANCH, NEW HOPE ROAD & HARE ROAD
1 12" PVC (6'
w
8') S
Li 59 Li
-
e
er
ne near Feet
2 12" PVC (8'-10') Sewer Line 1,063 Linear Feet
3 12" PVC (10'-12') Sewer Line 607 Linear Feet
4 12" PVC (12'-14') Sewer Line 638 Linear Feet
5 12" PVC (14'-I6') Sewer Line 890 Linear Feet
6 12" PVC (16'-18') Sewer Line 1,232 Linear Feet

7 12" D.I. (0'-6') Sewer Line 48 Linear Feet

8 12" D.I. (6'-8') Sewer Line 42 Linear Feet
"
'
' ,
9 12
D.I. (8
-10
) Sewer Line 564 Linear Feet
10 I
(10'-12') Sewer Line
12" D 171 Linear Feet
.
.
11 12" D.I. (14'-16) Sewer Line 110 Linear Feet
12 24" D.I. (6'-8') Sewer Line 141 Linear Feet
13 24" D.I. (8'-10') Sewer Line 872 Linear Feet
14 24" D.I. (10'-12') Sewer Line 1,049 Linear Feet

15 24" D.I. (12'-14') Sewer Line 480 Linear Feet

p - a '

ITEM. ESTIMATED
NO. DESCRIPTION QUANTITY UNIT
16 24" D.I. (14'-16') Sewer Line 306 Linear Feet
17 24" D.T. (16'-18') Sewer Line 145 Linear Feet
18 24" D.I. (18'-20') Sewer Line 152 Linear Feet
19 24" D.I. (20'-22') Sewer Line 112 Linear Feet
20 24" D.I. (22'-24') Sewer Line 136 Linear Feet
21 24" D.I. (24'-26') Sewer Line 101 Linear Feet
22 24" D.T. (26'-28') Sewer Line 104 Linear Feet
23 24" D.I. (28'-30') Sewer Line 19 Linear Feet
24 24" Steel Casing Pipe w/l2" MJDI Pipe by Dry Bore 185 Linear Feet
25 36" Steel Casing Pipe w/24" MIDI Pipe by Dry Bore 50 Linear Feet
26 Manhole Including Ring and Cover 449 Vertical Feet
27 Additional Cost for Watertight MH Ring & Cover 4 Each
28 4" PVC Schedule 40 (open cut) 669 Linear Feet
29 4" PVC Schedule 40 (bored) 875 Linear Feet
30 4" Sewer Tap w/Cleanout 26 Each
31 Anti-Seep Collar, 24" 1 Each
32 Select Borrow 95 Cubic Yards
P - 9
UNIT TOTAL COST
PRICE IN PLACE
ITEM.
NO. DESCRIPTION
33 Remove Existing Concrete Pavement
34 Replace Conc. Pvmt. to Match Original Thickness
35 Remove and Replace Existing Fence
36 Remove and Replace Storm Drainage Pipe
37 Saw Asphalt or Concrete
38 Remove and Replace Existing DOT Guard Rail
39 Traffic Control
40 Testing Allowance
41 Silt fence
42 Stone Check Dam
43 Temporary Ditch Stabilization Material
44 Rock Pipe Inlet Sediment Trap Type "B"
45 Seeding and Mulching
ESTIMATED
QUANTITY UNIT
12 Linear Feet
12 Linear Feet
100 Linear Feet
300 Linear Feet
24 Linear Feet
50 Linear Feet
I Lump Sum
I Lump Sum
3,632 Linear Feet
29 Each
2,504 Square Yards
1 Each
9,200 Square Yards
SANITARY SEWER IMPROVEMENTS
REEDY BRANCH CREEK, NEW HOPE ROAD & HARE ROAD SUBTOTAL
TOTAL
P - 10
UNIT TOTAL COST
PRICE IN PLACE
i

CONTRACT
THIS CONTRACT, made this _ day of in the year 20 , by and
between of
party of the first part, hereinafter called the
Contractor, and the City of Goldsboro, N.C., party of the second part, hereinafter called
the Owner.
WITNESSETH:
THAT WHEREAS, a contract for
has recently been awarded to the Contractor by Owner, at and for a sum equal to the
aggregate cost of the work to be done and labor, materials, equipment, apparatus, and
supplies furnished at the prices and rates respectively named therefore, in the Proposal
attached thereto.
AND WHEREAS, it was one of the conditions of said award that a formal
contract should be executed by and between the Contractor and the Owner, evidencing
the terms of said award and that the Contractor shall commence the work to be performed
under this agreement on a date to be specified in a written order of the Owner, and shall
fully complete all work thereunder within consecutive calendar days from said
date.

0
I

NOW, THEREFORE, THIS CONTRACT FURTHER WITNESSETH that the
Contractor doth hereby covenant and agree with the Owner, that will well
and faithfully perform and execute such work and furnish such labor, materials,
equipment, apparatus and supplies, in accordance with each and every one of the
conditions, covenants, stipulations, terms and provisions contained in said specifications
and in accordance with the plans, at and for a sum equal to the aggregate cost of the work
done and labor, materials, equipment, apparatus, and supplies furnished at the prices and
rates respectively named therefore on the Proposal attached hereto, and will well and
faithfully comply with and perform each and every obligation imposed upon
by said plans and specifications or the terms of said award.
The Contractor shall promptly make payments to all persons supplying materials
in the prosecution of the work and to all laborers and others employed thereon.
The Contractor shall be responsible for all damages to the property of the Owner
that may be consequent upon the normal procedure of work or that may be
caused by or result from the negligence of the Contractor, his, its, or their employees or
agents, during the progress of, or connected with the prosecution of the work, whether
within the limits of the work or elsewhere. The Contractor must restore all property so
injured to a condition as well as it was when the Contractor entered upon the work.
C-1

The Contractor shall furthermore be responsible for and required to make good at
his, its, or their expense any and all damages of whatever nature to persons or property,
arising during the period of this Contract, caused by carelessness, neglect, or want of due
precaution on the part of the Contractor, his, its, or their agents, employees, or workmen.
The Contractor shall also indemnify and save harmless the Owner and the officers and
agents thereof from all claims, suits, and proceedings of every name and description
which may be brought against them or the officers and agents thereof, for or on account
of any injuries or damages to persons or property received or sustained by any person or
persons, firm, corporation, or by or in consequence of any materials used in said work or
by or on account of any improper materials or workmanship in its connection or by or on
account of any accident, or of any other acts or omission of said Contractor, his, its, or
their agents, employees, servants, or workmen.
It is agreed and understood that the advertisement for bids, the information for
bidders, the accepted Proposal, the general conditions, the detailed specifications, and the
enumerated addenda and drawings are a part and parcel of this Contract, to the same
extent as if incorporated herein in full.
It is further mutually agreed between the parties hereto that if, at any time after
the execution of this agreement and the surety bond hereto attached for its faithful
performance the second party shall deem the surety or sureties upon such bond to be
unsatisfactory, of it, for any reason, such bond ceases to be adequate to cover this
performance of the work, the first party shall, at its expense, within five (5) days after the
receipt of notice form the second party so to do: furnish an additional bond or bonds in
such form and amount, and with such surety or sureties as shall be satisfactory to the
second party. In such event, no further payment to the first party shall be deemed to be
due under this agreement until such new or additional security for the faithful
performance of the work shall be furnished in the manner and form satisfactory to the
second party.
And the Owner doth hereby covenant and agree with the Contractor that it will
pay to the Contractor, when due and payable under the terms of said specifications and
said award, the above mentioned sum, and that it will well and faithfully comply with and
perform each and every obligation imposed upon it by said specifications of the terms of
said award.
IN WITNESS WHEREOF, said
ha_ hereunto set hand and seal (or) has caused
these presents to be signed in its corporate name by its and its
corporate seal to be hereto affixed and attested by its Secretary and the City of
Goldsboro, has caused this presents to be signed in its corporate name by the Mayor and
its seal to be hereto affixed and duly attested by its City Clerk, by authority of the City of
Goldsboro duly given, all as of the day and year first above written.
C-2
1
1
1
1
1
i
1
1
1
1
1
1
i
1
1
FURTHER AGREEMENTS
BY
TITLE
(SEAL)
ATTEST:
SECRETARY
BY:
ATTEST:
CITY CLERK
CITY OF GOLDSBORO, N.C.
MAYOR
"Provisions for the payment of monies
to fall due under this agreement has
been made by appropriation duly made
or by bonds or notes duly authorized,
Approved as to Form and as required by the Municipal Fiscal
Legal Sufficiency: Control Act."
CITY ATTORNEY
CITY FISCAL OFFICER
C-3

1

t
CONTRACT BOND
KNOW ALL MEN BY THESE PRESENTS, that we
of as
Principal, and of
as Surety, are held and firmly
bound unto the City of Goldsboro, N. C. in the full and just sum of
(dollars) ($ ) lawful money of
the United States, to be paid to the City of Goldsboro or its certain attorney, to which
payment well and truly to be made and done we bind ourselves, our heirs, executors, and
administrators, successors, and assigns, jointly and severally, firmly by these presents.
WHEREAS,
has entered into a contract with the said City of Goldsboro, N. C., dated the - day of
,20 ,for
upon certain terms and conditions in said contract more particularly mentioned, a copy of
which said contract is incorporated herein by references and is made a part hereof as if
fully copied herein, and
WHEREAS, it was one of the conditions of the award by said City, pursuant to
which said contract was entered into, that these presents should be executed.
NOW, THEREFORE, the condition of this obligation is such that if the principal
shall faithfully perform the terms and conditions of the contract in all respects on
part, and shall fully pay all obligations incurred in connection with the
performance of such contract on account of labor and materials used in connection
therewith, and all such other obligations of every form, nature and character, and shall
save harmless the City from all and any liability of every nature, kind and character
which may be incurred in connection with the performance or fulfillment of such contract
or other such liability resulting from negligence or otherwise on the part of such principal
and further shall save harmless the City from all costs and damage which may be suffered
by reason of failure to fully and completely perform said contract and shall fully
reimburse and repay the City for all expenditures of every kind, character and description
which may be incurred by them in making good any and every default which may exist
on the part of the principal in connection with the performance of said contract; and
further that the principal shall pay all lawful claims of all persons, firms, partnerships, or
corporations for all labor performed and materials furnished in connection with the
performance of the contract, and that the failure so to do with such persons, firms,
partnerships or corporations shall give them a direct right of action against the principal
and surety under this obligation; then this obligation shall become null and void,
otherwise to remain in full force and effect. Provided, however, that no suit, action or
proceeding by reason of any default whatever shall be brought on this bond after twelve
months from the date on which the final payment on the contract falls due.
CB-1

And the said surety, for value received, hereby stipulates and agrees that no
change, extension of time, alteration or addition to the terms of the contract or to the
work to be performed thereunder or the specifications accompanying same shall in any
wise affect its obligations on this bond, and it does hereby waive notice of any such
change, extension of time, alteration or addition to the terms of the contract or to the
specifications.
IN WITNESS WHEREOF, the said as
Principal, ha hereunto set hand and seal (or) has
caused these presents to be signed in its corporate name by its
and its corporate seal to be hereto affixed and attested by its Secretary, all by authority of
its Board of Directors, duly given, and as
Surety, has caused these presents to be signed in its
and its corporate seal to be affixed and attested by its all by
authority of its Board of Directors duly given.
This day of 20
BY
TITLE
ATTEST:
BY
TITLE
(Seal)
ATTEST:
CB-2

E

GENERAL CONDITIONS OF THE CONTRACT
1-01. General
1-02. Definitions
1-03. Drawings and Specifications
1-04. Drawings and Specifications
at the Job Site
1-05. Intent and Workmanship
1-06. Accident Prevention
1-07. Ownership of Drawings
1-08. Materials and Products
1-09. Engineer's Status
1-10. Engineer's Decisions
1-11. Survey Information
1-12. Subsurface Conditions
1-13. Permits and Taxes
1-14. Codes and Regulations
1-15. Shop Drawings
1-16. Samples
1-17. Pipe and Conduit Sleeves
1-18. Responsibility for Connecting
to Existing Work
1-19. Field Measurements
1-20. Lines of Reference
1-21. Progress Schedule and Cost
Breakdown
1-22. Cooperation with Governmental
Departments, Public
Utilities, Etc.
1-23. Work in Street, Highway, and
Other Rights-of-Way
1-24. Insurance
1-25. Surety Bond
1-26. Responsibility, Risk,
Blame, Etc.
1-27. Work During Inclement Weather
1-28. Inspection of Work
1-29. Superintendence
1-30. Testing and Use of Incomplete
Portions of the Work
INDEX
1-31. Sanitary Provisions
1-32. Public Convenience and Safety
1-33. Measurement of Quantities
1-34. Patents and Royalties
1-35. Changes in the Work
1-36. Delays and Extension of Time
1-37. Deductions for Uncorrected
Work
1-38. Correction of Work
1-39. Cash Allowances
1-40. Assignment
1-41. Use of Premises
1-42. Protection of Existing
Property Improvements
1-43. Temporary Heat
1-44. Electrical Power and Lighting
1-45. Contractors' Cooperation and
Coordination
1-46. Cutting, Digging, Fitting, and
Patching
1-47. Subcontracts
1-48. Owner's Right to Terminate
Contract
1-49. Contractor's Right to
Terminate Contract
1-50. Removal of Equipment
1-51. Use of Completed Portions
1-52. Cleaning Up
1-53. Inspection Certificates,
Bonds, and Guarantees
1-54. Partial Payments
1-55. Final Inspection
1-56. Final Certificate of Payment
1-57. Acceptance of Final Payment
Constitutes Release
1-58. Guarantee of Work
1-59. Occupational Safety and Health
Administration (OSHA)

1-01. GENERAL
These conditions and every part herein are binding upon the Contractor and
' Owner insofar as they can or do apply to him, his work, and on the Owner. Each shall be
responsible for neglect to read or to attend to any paragraph or item contained herein.
The Engineer shall decide as to the meaning and the applicability of any part of these
General Conditions, or of anything in the Specifications, in each case, and his decision
shall be binding and final subject to Section 1-10 of these General Conditions.

1-02. DEFINITIONS
' Whenever in these contract documents the following terms or pronouns in place
of them are used, the intent and meaning shall be interpreted as follows:
' ENGINEER:

The Individual, Partnership, Corporation, or Association named in the
Special Conditions, acting directly through a partner, an officer, or other
representatives duly authorized, by whom all explanations and directions
' necessary for the satisfactory prosecution and completion of the work will be
given.
' INSPECTOR:
CONSTRUCTION INSPECTOR:
PROJECT REPRESENTATIVE:
CONSTRUCTION OBSERVER:
An authorized representative of the Engineer assigned to observe the work
performed and materials furnished by the Contractor or such other person as
may be appointed by the Owner as his representative. The Contractor shall
be notified in writing of the identity of this representative.

BIDDER:
Any individual, firm, partnership, or corporation submitting a proposal for
the work contemplated.
' CONTRACTOR:
Any individual, firm, or corporation with whom a contract is made by the
' Owner.
SUBCONTRACTOR:
The term subcontractor, as employed herein, includes only those having a
direct contract with the Contractor, and it includes one who furnishes
' GC-2

material worked to a special design according to the plans or specifications
for this work, but does not include one who merely furnishes material not so
worked.
SURETY:
The corporate body which is bound with and for the Contractor and which
engages to be responsible for the Contractor and his acceptable performance
of the work.
PERFORMANCE BOND:
SURETY BOND:
The approved form of security furnished by the Contractor and his surety as a
guaranty of good faith on the part of the Contractor to execute the work in
accordance with the terms of the Contract.
WORK:
The term "work" as used herein, refers to and includes only the products,
materials, and workmanship or labor entering into the project or any portion
thereof as designed by the Engineer, in accordance with the terms and
conditions of the contract. Unless otherwise specifically required by the
Special Conditions or the technical provisions of these specifications, the
selection and operation of the equipment and tools to be used in completing
the work shall be full and complete responsibility of the Contractor; such
equipment and tools shall, in all respects, be adequate and suitable for the
purpose intended.
CHANGES AND ALTERATIONS:
These terms, as used herein, refer to any deviation from the contract
drawings, specifications, and other documents.
WRITTEN NOTICE:
The term "Notice" as used herein shall mean and include all written notices,
demands, instructions, claims, approvals, and disapprovals required to obtain
compliance with the contract requirements. Written notice shall be deemed
to have been duly served if delivered in person to the individual or to a
member of the firm or to an officer of the corporation for whom it is
intended, or to an authorized representative of such individual, firm, or
corporation, or if delivered at or sent by registered mail to the last business
address known to him who gives the notice. Unless otherwise stated in
writing, any notice to or demand upon the Owner under this contract shall be
delivered to the Owner through the Engineer.
GC-3

1

n
u

CONTRACT DOCUMENTS:
The "Contract Documents" consist of the Agreement or Contract, the
Advertisement, the Instructions to Bidders, the General Conditions, the
Special Conditions, the Technical Specifications, the Drawings (including
such detail drawings as may be furnished and/or approved by the Engineer
from time to time during the performance of the work in explanation of said
drawings), the accepted Proposal, and all required bonds, powers-of-attorney,
and insurance certificates.
See Special Conditions section for additional definitions.
1-03. DRAWINGS AND SPECIFICATIONS
(a) The drawings and these specifications, whether taken separately or together,
are to be interpreted according to their full intent, meaning, and spirit, and shall be
deemed to mutually explain each other and to be descriptive of the work to be done under
this contract. Should any discrepancy appear in or between the specifications and
drawings, the Engineer shall decide which is applicable and his decision shall be final.
(b) The detail specifications which follow are divided into sections for
convenience of reference and the materials, work, etc. mentioned or specified in one part
are not intended to be limited to that part only, but shall be applied with equal force to
any other part where such materials, work, equipment, etc. are mentioned or required to
properly provide a complete structure, installation, equipment, etc. according to the true
intent of the drawings and specifications.
(c) On the drawings, figured dimensions shall be taken in preference to scaled
' dimensions and large-scale drawings shall be followed in preference to smaller scale
drawings and descriptive literature. Should there be anything shown on the drawings and
not called for in the specifications, or vice versa, the same shall be carried out as if
' required by both. Should any errors be noticed in the drawings or specifications, they
shall be referred to the Engineer for correction before bids are submitted. The Contractor
shall notify the Engineer of any errors which he may discover in the drawings or
specifications before the work is performed. The Contractor shall make no alterations or
corrections without prior approval of the Engineer.
(d) In the preparation of the drawings certain devices, abbreviations, conventions,
symbols, diagrams, and schedules have been used, the meaning and use of which are
illustrated and explained herein or on the drawings. Drawings cannot be fully or
' correctly interpreted without reference to these specifications and such sheets.
(e) When any feature of the construction occurs more than once, it is drawn in
full once only and repetitions of the same features are indicated in outline. It is intended
that all such features indicated in outline shall be complete in every detail as shown in the
typical instance. Features which are shown in detail at a larger scale may be indicated in
GC-4

outline only when shown at smaller scales. When any feature is continuous, a portion
only may be shown in full and the remainder in outline. Information shown on plans may
not be repeated on elevations or sections and vice versa. Where practical, information has
been given on the form of schedules.
(f) The Engineer may issue additional instructions by means of supplemental
drawings or otherwise, from time to time during the progress of the contract, to illustrate
more fully the intent of the contract documents or to illustrate changes in the work.
(g) The Owner is responsible for the adequacy of the general design of the
finished work; however, the design of standard products used in the work shall be the
responsibility of the Contractor. Any temporary work required to protect existing work
or adjoining property, or to provide for operation of existing or new facilities, shall be the
entire responsibility of the Contractor.
(h) The Contractor shall be furnished without cost to him, the number of sets of
drawings and specifications stipulated in the Special Conditions.
1-04. DRAWINGS AND SPECIFICATIONS AT THE JOB SITE
The Contractor shall maintain, in readable condition at the job site, one complete
set of working drawings and specifications for his work, including all shop drawings.
Such drawings and specifications shall be available for use by the Engineer or his
representative at all times. This set shall be marked, or notes acceptable to the Engineer
provided, in order to reflect as-built conditions; changes indicating such conditions shall
be kept current at all times. Upon completion of the project, this complete set of
drawings and specifications or notes, showing as-built conditions, shall be returned to the
Engineer.
1-05. INTENT AND WORKMANSHIP
It is the intent under this Contract that the work shall result in a complete and
properly usable and operating installation, structure, or plant; and that workmanship shall
be of the best quality consistent with the materials and construction methods shown on
drawings and specified.
(a) The words "furnish", "furnish and install", "install", and "provide" or words
with similar meaning shall be interpreted, unless otherwise specifically stated, to mean
"furnish and install complete in place and ready for service".
(b) Miscellaneous items and accessories which are not specifically mentioned,
but which are essential to produce a complete and properly operating installation, or
usable structure or plant, providing the indicated function, shall be furnished and installed
without change in the contract price. Such miscellaneous items and accessories shall be
of the same quality standards, including material, style, finish, strength, class, weight, and
GC-5

(e) The cost of extra work resulting from lack of notices, untimely notices,
defective work, or lack of coordination shall be borne by the Contractor responsible for
such lack of notices, etc.
1-46. CUTTING, DIGGING, FITTING, AND PATCHING
(a) Each Contractor shall cut, fit, and patch his work as necessary to properly
connect the various parts and to prepare his work to meet, fit, and connect to the work of
other contractors as indicated or reasonably implied by the Contract Documents. Any
such cutting and fitting as may be required in connecting the work of various trades shall
be executed by the respective trade. The patching and finishing of area or items altered
by cutting and fitting shall be done by the Contractor responsible for the finished work at
the expense of the other contractor requiring such alterations.
(b) Where practicable, the General Construction Contractor shall build around the
work of other separate contractors or shall leave chases, slots, and holes as required to
receive and to conceal within the general construction work the work of such other
separate contractors as directed by them. Where such chases, slots, etc. are
impracticable, the work shall require specific approval of the Engineer.
1B (c) Necessary chases, slots, and holes not built or left by the General
Construction Contractor shall be cut by the separate contractor requiring such alterations
after approval of the General Construction Contractor. The General Construction
Contractor shall do all patching and finishing of his work where cut by other contractors
at the expense of such other contractors.
(d) No alterations shall be made which will be detrimental to any of the work.
No Contractor shall endanger any work by cutting, digging, or in any other manner, nor
shall he alter the work of any other contractor without the prior approval of both the
Engineer and such other contractor.
1 1-47. SUBCONTRACTS
(a) The Contractor shall, within thirty (30) days after the signing of the Contract,
submit to the Engineer, in writing, the names of subcontractors proposed for the work
unless otherwise agreed upon by the Engineer. No request for payment will be approved
until this list has been received and approved by the Engineer.
(b) Nothing contained in the specifications or drawings shall be construed as
creating any contractual relationship between any subcontractor and the Owner. The
divisions or sections of the specifications are not intended to control the Contractor in
dividing the work among subcontractors or to limit the work performed by any trade.
I GC-24

(c) The Contractor shall be as fully responsible to the Owner for the acts and
omissions of subcontractors, and of persons employed by them, as he is for the acts and
omissions of persons directly employed by him.
(d) The Contractor shall be responsible for the coordination of the trades,
subcontractors, and material men engaged upon his work.
(e) The Contractor shall, without additional expense to the Owner, utilize the
services of specialty subcontractors on those parts of the work which are specified to be
performed by specialty subcontractors.
(f) The Owner or Engineer will not undertake to settle any differences between
the Contractor and his subcontractors or between subcontractors.
(g) The Contractor shall cause appropriate provisions to be inserted in all
subcontracts relative to the work to bind subcontractors to the Contractor by the terms of
these General Conditions and other Contract Documents insofar as applicable to the work
of subcontractors, and to give the Contractor the same power as regards terminating any
subcontract that the Owner may exercise over the Contractor under any provisions of the
Contract Documents.
(h) If in the opinion of the Engineer, any subcontractor on the project proves to
be incompetent or otherwise unsatisfactory, he shall be replaced if and when directed in
writing.
1-48. OWNER'S RIGHT TO TERMINATE CONTRACT
If the Contractor should be adjudged as bankrupt; or if he should make a general
assignment for the benefit of his creditors; or if he should persistently or repeatedly
refuse or should fail, except in cases for which extension of time is provided, to supply
enough properly skilled workmen or proper materials; or if he should fail to make prompt
payment to subcontractors or for material or labor; or if he should persistently disregard
codes, laws, ordinances, or the instructions of the Engineer or otherwise be guilty of
substantial violation of any provisions of the Contract; then the Owner, upon the
certificate of the Engineer that sufficient cause exists to justify such action, may, without
prejudice to any other right of remedy and after giving the Contractor seven (7) days
written notice, terminate the employment of the Contractor and take possession of the
premises and of all materials, tools, and appliances thereon and finish the work by
whatever method he may deem expedient. In such case the Contractor shall not be
entitled to receive any further payment until the work is finished. If the unpaid balance
of the Contract Price shall exceed the expense of finishing the work, including
compensation for additional managerial and administrative services, such excess shall be
paid to the Contractor. If such expense shall exceed such unpaid balance, the Contractor
shall pay the difference to the Owner. The expense incurred by the Owner as herein
provided, and the damage incurred through the Contractors' default, shall be certified by
the Engineer.
GC-25

I

1
i]
1-49. CONTRACTOR'S RIGHT TO TERMINATE CONTRACT
If the work should be stopped under an order of any court, or other public
authority, for a period of three (3) months, through no act or fault of the Contractor or
anyone employed by him; or if the Engineer fails to issue any certificate of payment
within thirty (30) days after receipt of a request for payment acceptable to him, or if the
Owner fails to honor a certificate of payment within thirty (30) days after presentation of
such certificate; then the Contractor may, upon seven (7) days written notice to the
Owner and the Engineer, stop work or terminate this Contract and recover from the
Owner payment for all work executed, plus any loss sustained upon any plant or
materials plus reasonable profit and damages.
1-50. REMOVAL OF EQUIPMENT
In the case of termination of this Contract before completion, for any cause
whatever, the Contractor, if notified to do so by the Owner, shall promptly remove any
part or all of his equipment and supplies from the property of the Owner. Should the
Contractor not remove such equipment and supplies, the Owner shall have the right to
remove them at the expense of the Contractor.
1-51. USE OF COMPLETED PORTIONS
The Owner shall have the right to take possession of and use any completed or
partially completed portions of the work, notwithstanding the fact that the time for
completing the entire work or any portion thereof may not have expired; but such taking
possession and use shall not be deemed an acceptance of any work not completed in
accordance with the Contract Documents. If such prior use increases the cost of or delays
the work, the Contractor shall be entitled to such extra compensation or extension of time
or both, except by prior agreement, as the Engineer may determine.
1-52. CLEANING UP
(a) Site. The Contractor shall clean up behind the work as much as is reasonably
possible as the work progresses. Upon completion of the work and before acceptance of
and Final Payment for the project by the Owner, the Contractor shall remove all his
surplus and discarded materials, excavated material, and rubbish from the roadways,
sidewalks, parking areas, lawns, and all adjacent property; shall restore, in an acceptable
manner all property, both public and private, which has been disturbed or damaged
during the prosecution of the work; and shall leave the whole in a neat and presentable
condition.
(b) Building. Clean up operations shall consistently be carried on by the
Contractor at all times to keep the premises free of accumulation of waste materials and
rubbish. Upon completion of the work, he shall remove all rubbish, tools, scaffolding,
GC-26

surplus materials, etc. from the building and shall leave his work "broom clean", or its
equivalent, unless more exactly specified. The General Construction Contractor shall do
the following special cleaning for all trades upon completion of the work:
(1) Remove putty stains and paint from and wash and polish all glass. Do not
scratch or otherwise damage glass.
(2) Remove all marks, stains, fingerprints, and other soil and dirt from painted,
stained, and decorated work.
(3) Remove all temporary protections and clean and polish floors.
(4) Clean and polish all hardware for all trades; this shall include removal of all
stains, dust, dirt, paint, etc.
(c) General. In case of dispute, the Owner may remove the rubbish and charge
the cost to the several contractors as the Engineer shall determine to be just.
1-53. INSPECTION CERTIFICATES, BONDS, AND GUARANTEES
Upon completion of project and prior to submission of certificate for final
payment, the Contractor responsible for such work shall have had electrical, plumbing,
heating, and other work, as applicable, inspected by proper authorities as required by
technical sections of specifications and all applicable codes, laws, and ordinances.
Before final payment will be made, Contractor must submit inspection certificates to
Engineer covering such work, signed by proper authorities, together with bonds and
guarantees as required.
1-54. PARTIAL PAYMENT
After the work has been started and materials and subcontractors lists have been
received and approved by the Engineer, partial payments will be made monthly. The
amount will be ninety percent (90%) of the work done, plus ninety percent (90%) of the
materials stored or stockpiled in an approved manner and location on the site, all as
estimated by the Engineer. The Owner may, however, subject to the approval of the
Engineer and provided satisfactory progress is being made on the project, at any time
after 50 percent of the work has been completed, make partial payments on the basis of
95 percent of the value of work completed and of materials stored or stockpiled on the
site. No expense incurred by the Contractor in planning the work, purchasing materials,
and performing similar operations not resulting in tangible construction or materials on
the site will be considered for partial or final payment. Payment for bonds and insurance
required under the contract shall not be a separate pay item, but shall be absorbed in the
appropriate unit prices and/or lump sum prices of items in the Proposal. The Contractor's
requests for payment shall be submitted to the Engineer on or before the fifth (5th) day of
the month for work performed during the preceding month. The estimate submitted by
GC-27

' other applicable characteristics, as specified for the major component of which the
miscellaneous item or accessory is an essential part, and shall be approved by the
Engineer before installation. The above requirement is not intended to include major
' components not covered or inferable from the drawings and specifications.
(c) The work of all trades under this contract shall be coordinated by the
' Contractor in such a manner as to obtain the best workmanship possible for the entire
project and all components of the work shall be installed or erected in accordance with
the best practices of the particular trade.
(d) The Contractor shall be responsible for making the construction of habitable
structures under this contract rainproof, and for making equipment and utility
installations properly perform the specified function. If he is prevented from so doing by
any limitations of the drawings or specifications, the Contractor shall immediately notify
' the Engineer in writing of such limitations before proceeding with construction in the
area where the problem or limitation exists.
' (e) Materials or methods described by words which, when applied, have a well-
known technical or trade meaning will be held to refer to such recognized standard.
Standard specifications or manufacturer's literature, when referenced, shall be of the
' latest revision or printing unless otherwise stated, and are intended to establish the
minimum requirements acceptable.

i
L

D

I
L
(f) Brand names where used in the Technical Specifications are intended to
denote the standard of quality required for the particular material or product. The term
equal or equivalent, when used in connection with brand names, shall be interpreted to
mean a material or product that is similar and equal in type, quality, size, capacity,
composition, finish, color, or applicable characteristics to the material or product
specified by trade name, and that is suitable for the same use and capable of performing
the same function, in the opinion of the Engineer, as the material or product so specified.
Proposed equivalent items must be approved by the Engineer before they are purchased
or incorporated in the work.
1-06. ACCIDENT PREVENTION
Precaution shall be exercised at all times for the protection of persons, including
employees, and property. The safety provisions of applicable laws, rules, and
regulations, and building and construction codes shall be observed. Machinery and
equipment shall be guarded, and all hazards shall be eliminated in accordance with the
safety provisions of the latest edition of the Manual of Accident Prevention in
Construction published by the Associated General Contractors of America, to the extent
that such provisions are not in contravention of applicable law.
GC-6

1-07. OWNERSHIP OF DRAWINGS
All drawings, specifications, and copies thereof furnished by the Engineer are his
property. They shall not be used on other work and, with the exception of the signed
Contract set, shall be returned to him, upon request, at the completion of work.
1-08. MATERIALS AND PRODUCTS
(a) Materials and products incorporated in the work must be approved for use
before being purchased by the Contractor. The Contractor shall submit to the Engineer a
list of such materials or products, together with such samples as may be necessary for
him to determine their acceptability and obtain his approval, within ninety (90) calendar
days after award of Contract unless otherwise stipulated in the Special Conditions. No
request for payment after this date will be approved until this list has been received and
approved by the Engineer. Delay caused by obtaining approvals for substitute materials
will not be considered justifiable grounds for an extension of construction time.
(b) Any materials not approved by the Engineer that are used or placed on the site
shall be immediately removed upon the order of the Engineer and replaced to his
satisfaction at the Contractor's expense. Substitute materials, even though approved by
the Engineer, must meet all performance requirements for the project, and the Contractor
shall be fully responsible for the life and service performance of such materials.
(c) When special makes or grades of material which are normally packaged by
the supplier or manufacturer are specified or approved, such materials shall be delivered
to the site in their original packages or containers with seals unbroken and labels intact
and shall not be opened until the Engineer is given an opportunity to inspect and approve.
(d) Should any work or materials not conform with requirements of the drawings
and specifications or become damaged during the progress of the work, such work or
materials shall be removed and replaced, together with any work disarranged by such
alterations, at any time before completion and acceptance of the project. All such work
shall be done at the expense of the Contractor.
(e) Unless otherwise specifically provided in the specifications, all equipment,
materials, and articles incorporated in the work shall be new and of the best grade of their
respective kinds for the purpose. No materials or supplies for the work shall be
purchased by the Contractor or by any Subcontractor subject to any chattel mortgage or
under a conditional sale or other agreement by which an interest is retained by the seller.
The Contractor warrants that he has good title to all materials and supplies used by him in
the work.
GC-7

1 1-09. ENGINEER'S STATUS
The Engineer will be the Owner's representative during the construction period
and will observe the work in progress on behalf of the Owner. He has the authority to act
on behalf of the Owner only to the extent expressly provided in the Contract Documents
or otherwise in writing, which shall be shown to the Contractor. He has authority upon
' written notification to the Contractor to stop the work whenever such stoppage may be
necessary in his reasonable opinion to insure the proper execution of the Contract.
(a) The Engineer will be, in the first instance, the interpreter of the conditions of
the Contract and the judge of its performance. He shall side neither with the Owner nor
with the Contractor, but shall use his powers under the Contract to enforce its faithful
performance by both.
(b) In case of the termination of employment of the Engineer, the Owner shall
appoint a capable and reputable Engineer against whom the Contractor makes no
reasonable objection, whose status under the contract shall be that of the former
' Engineer.
1-10. ENGINEER'S DECISIONS
The Engineer shall, within a reasonable time, make decisions on all claims of the
Owner or Contractor and on all other matters relating to the execution and progress of the
work or the interpretation of the Contract Documents.

1
1

1-11. SURVEY INFORMATION
(a) Unless otherwise specified, the Owner will furnish all land surveys and
establish all base lines for locating the principal component parts of the work together
with a suitable number of bench marks adjacent to the work. See Special Conditions for
additional information on extent of survey work required of the Contractor.
(b) The Contractor shall carefully preserve bench marks, reference points, and
stakes. In case of their willful or careless destruction, he shall be charged with the
resulting expense of replacement and shall be responsible for any mistakes that may be
caused by their loss or disturbance.
1-12. SUBSURFACE CONDITIONS
The Engineer shall make available to all prospective bidders, prior to the receipt
of bids, all information that he may have as to subsurface conditions in the vicinity of the
work, topographical maps, or other information that might assist the bidder in properly
evaluating the amount and character of the work that might be required in the
construction. Such information is given, however, as being the best information available
GC-8
1
to the Engineer at the specific location with the assumption of responsibility for its
accuracy or for any conclusions that the Contractor might draw therefrom. The
Contractor shall satisfy himself as to the nature of the work, shall investigate all other
matters which can in any way affect the work under this Contract, and shall determine the
character of equipment and facilities needed preliminary to and during the prosecution of
the work. No verbal agreement or conversation with any officer, agent, or employee of
the Owner or the Engineer, either before or after the execution of this Contract, shall
affect or modify any of the terms or obligations herein contained.
1-13. PERMITS AND TAXES
(a) Permits and licenses of a temporary nature necessary for the prosecution of
the work shall be secured and paid for by the Contractor. Permits and licenses for
permanent structures or permanent changes in existing facilities shall be secured and paid
for by the Contractor, unless otherwise specified.
(b) Cost of all sales and other taxes for which the Contractor is liable under the
Contract shall be included in the Contract Price stated by the Contractor.
(c) The Contractor shall be responsible for procuring any permits for the use of
property beyond the limits of the Owner's property or of permanent rights-of-way as
necessary for working or storage space during the prosecution of the work.
1-14. CODES AND REGULATIONS
The Contractor shall give all notices and comply with all applicable building and
construction codes and all applicable laws, ordinances, rules, and regulations. If the
Contractor observes that the requirements of the drawings and specifications are less than
code requirements, he shall promptly notify the Engineer in writing and the cost of any
necessary modifications shall be adjusted as provided for under "Changes in the Work".
The Contractor shall abide by all local, county, and state laws, rules, and regulations
relating to his work and regulations.
1-15. SHOP DRAWINGS
(a) The Contractor shall furnish outline and principal dimension drawings of all
manufactured articles furnished under this Contract, reinforcement setting drawings,
schedules, and catalog cuts and illustrations, as called for in the specifications or required
by the Engineer. Where specific materials, finishes, etc. are specified, they shall be
shown on shop drawings. Materials and items required to be shown on shop drawings
shall not be purchased, fabricated, or delivered to job site until shop drawings covering
such materials or items have been approved.
GC-9

1

1

1
(b) Shop drawings and/or catalog cuts of all fabricated parts and items shall be
submitted for the approval of the Engineer. All such data shall be submitted through the
prime Contractor with such promptness as to cause no delay to any of the work. When
catalog cuts are submitted, the specific item to be considered shall be identified by the
same nomenclature and/or item number used on the drawings or the specifications. The
same identifications shall be used on shop drawings. Submission of catalog pages
containing no such indications will be returned to the Contractor without action. Original
submissions shall be in quadruplicate. The Engineer shall check, with reasonable
promptness, such drawings, schedules, and data only for conformance with the design
concept of the project and compliance with the information given in the Contract
Documents. The Contractor shall make any corrections required by the Engineer and
shall submit the corrected copies for final approval. Upon approval, three copies of each
approved submission shall be retained by the Engineer. The Contractor shall furnish such
additional copies as may be required for the use of other prime contractors; these will be
distributed by the Engineer.
(c) Submissions at variance with the requirement of the specifications or contract
drawings shall be accompanied with a letter setting forth such variations and the credit to
be allowed where such variations are less expensive than contract requirements. If, in the
opinion of the Engineer, such variations are of a minor nature, and comply with the intent
of the Contract Documents, approval will be given in writing. When variations are such
as involve a credit to the Owner, approval will be given only upon receipt of a reasonable
and proper credit. In the absence of such approvals, the Contractor shall comply with all
specification and drawing requirements.
(d) Submission of shop drawings shall be scheduled sufficiently far in advance of
job requirements to allow time for checking, correcting, and resubmitting and recheck, as
necessary. Delay to the job or to the work of other Contractors caused by late submission
of shop drawings shall be the responsibility of the prime Contractor making such late
submission. Repairs, modifications, and corrections to other work due to lack of shop
drawing data shall be the responsibility of the prime Contractor who failed to supply such
data in sufficient time.

t

(e) The Engineer's check of shop drawings covers general design only and will
not include a quantity check or dimensional verification. The Engineer will not
undertake the determination of dimensions which, by their nature, must be established
from field measurements. The determination of such dimensions shall be a part of the
Contractor's checking and coordination of shop drawings. The approval of shop
drawings shall not relieve the Contractor from the responsibility for conforming with
drawings and specifications unless there is an accompanying letter from him which
explicitly states that a deviation is to be made and written approval is obtained for such
deviation, nor shall approval of shop drawings relieve him of the responsibility for errors
in or coordination of his work.
(f) Before submitting shop drawings for approval, the Contractor shall check
them for compliance with specifications and contract drawings, and shall coordinate them
with other work under this contract. NO SHOP DRAWINGS WILL BE ACCEPTED
GC-10
0
FOR APPROVAL UNLESS THEY HAVE BEEN CHECKED, COORDINATED,
AND APPROVED BY THE CONTRACTOR AND BEAR A NOTE OR STAMP
TO THAT EFFECT. Shop drawings without such a note or stamp will be returned to
the Contractor without action.
1-16. SAMPLES
Samples required under various sections of these specifications shall be submitted
by Contractor for approval prior to and in ample time for delivery on the job, in
accordance with Section 1-08. Unless otherwise specified in the applicable technical
section, three samples of each type or grade of material, showing construction color,
finish, etc. are required, shall be submitted for approval of Engineer.
1-17. PIPE AND CONDUIT SLEEVES
(a) Sleeve location and setting drawings shall be provided by plumbing,
sprinkler, heating, ventilating, air conditioning, and electrical trades requiring pipe or
sheet metal sleeves in concrete or masonry construction. Sleeve location and setting
drawings shall be submitted in accordance with requirements specified for shop
drawings.
(b) All sleeves shall be furnished, placed, and maintained until completion of
concrete pours and/or placing of surrounding masonry by the trades requiring such
sleeves. The Contractor placing the concrete or masonry shall cooperate fully with other
trades in this matter.
(c) Cast-in-place sleeves shall be used for all piping passing through concrete
construction.
(d) Pipes or large conduit passing through concrete floor and roof construction in
pipe chases or furred areas which are completely enclosed by partitions may be run
through sheet metal sleeves.
(e) Pipes or large conduit passing through floors in all finished areas shall be run
in pipe sleeves made of standard black steel pipe placed so as to extend 3/8-inch above
finished floor. The size of the sleeves shall be as small as practical. Pipe sleeves for such
areas shall be in place and checked before concrete is poured and shall provide a
watertight joint with the concrete. After pipe or conduit is placed through such sleeves,
escutcheons shall be installed so as to conceal pipe sleeve projection above floor.
(f) Pipes or conduit passing through concrete or masonry walls shall be provided
with black steel pipe sleeves with ends set flush with wall faces. Where water-tightness
is necessary through such walls, or through floors, the joint between pipe or conduit and
pipe sleeves shall be thoroughly caulked.
GC-11

(g) The General Contractor shall provide double joists, headers, filler slabs or
widened beams, additional framing, bracing, or other supports, as applicable, where the
structural system is affected in any manner by sleeves. See Paragraphs 1-45 and 1-46.
1-18. RESPONSIBILITY FOR CONNECTING TO EXISTING WORK
It shall be the express responsibility of the Contractor to connect his work to each
part of the existing work or work previously installed as required by the drawings and
specifications to provide a complete installation.
I
1-19. FIELD MEASUREMENTS
Field measurements shall be taken at the site by the Contractor to verify all
dimensions and conditions affected by existing work or by new work that has already
been installed.
1-20. LINES OF REFERENCE
(a) The General Contractor shall establish, for use by electrical, mechanical,
plumbing, and all other contractors and trades, all necessary lines and reference points for
partitions, walls, floors, ceilings, openings, etc. both before and after concrete, masonry,
lath and plaster, and other "roughing-in" materials are placed.
(b) Locations of all lines and points shall be verified by an overall distance check,
end to end or side to side as applicable, of all intermediate dimensions.
1-21. PROGRESS SCHEDULE AND COST BREAKDOWN
(a) For lump sum items and contracts, the Contractor shall furnish the Engineer,
within three (3) weeks after notice to proceed, a detailed cost breakdown, to be used as a
basis for authorizing partial payments, and a construction Progress Schedule showing
estimated dates for commencing and completing each major phase of construction
.
(b) Cost breakdown shall consist of a detailed estimate giving a complete
breakdown of the contract price arranged and itemized as required for the Engineer's
approval.
(c) Progress Schedule shall correspond to the major subdivisions of the approved
cost breakdown and shall incorporate information from the breakdown as required.
Progress Schedule shall show the proposed dates of starting and completing each of the
various branches of the work and shall be based on delivery commitments for each major
item.

GC-12
t
(d) The Progress Schedules of all prime Contractors shall be coordinated and
consolidated as approved by the Engineer.
1-22. COOPERATION WITH GOVERNMENTAL DEPARTMENTS,
PUBLIC UTILITIES, ETC.
(a) The Contractor shall be responsible for making all necessary arrangements
with governmental departments, public utilities, public carriers, service companies, and
corporations owning or controlling roadways, railways, water, sewer, gas, electrical,
telephone, and telegraph facilities such as pavements, tracks, piping, wires, cables,
conduits, poles, guys, etc. including incidental structures connected therewith, that are
encouraged in the work in order that such items may be properly shored, supported, and
protected, or the Contractor may relocate them if he so desires. He shall give all proper
notices, shall comply with requirements of such parties in the performance of his work,
shall permit entrance of such parties on the project in order that they may perform their
necessary work, and shall pay all charges and fees made by such parties for this work.
(b) The Contractor's attention is called to the fact that there may be some delays
on the project due to work to be done by governmental departments, public utilities, and
others in repairing or moving poles, conduits, etc. The Contractor shall cooperate with
the above parties, in every way possible, so that the construction can be completed in the
least possible time.
(c) The Contractor shall have made himself familiar with all codes, laws,
ordinances, and regulations which in any manner affect those engaged or employed in the
work, or materials and equipment used in or upon the work, or in any way affect the
conduct of the work, and no plea of misunderstanding will be considered on account of
his ignorance thereof.
1-23. WORK IN STREET, HIGHWAY, AND OTHER RIGHTS-OF-WAY
(a) Excavation, grading, fill, storm drainage, paving, and other construction or
installations in rights-of-way of streets, highways, public carrier lines, utility lines (either
aerial, surface, or subsurface), etc. shall be done in accordance with requirements of the
authorities having jurisdiction and of applicable requirements of these specifications.
Contractor shall make all necessary arrangements with the proper authorities, including
the obtaining of permits, approval of construction methods, etc. and shall pay all costs
charged in connection with the work. Upon completion of such work, Contractor shall
present to Engineer certificates, in triplicate, from the property authorities stating that the
work has been done in accordance with their requirements, and that all costs charged to
the work by them have been paid in full.
(b) The Contractor shall be responsible for obtaining elevations of curbs and
gutters, pavement, storm drainage structures, and other such items which must be
established by governmental departments as soon as grading operations are begun on the
GC-13

site and, in any case, sufficiently early in the construction period to prevent any adverse
effect on the project. The Engineer shall assist the Contractor in obtaining the above
.? information.
(c) Any variation from the requirements to paragraph (a) above shall be stated in
the Special Conditions.
1-24. INSURANCE
(a) LIABILITY INSURANCE -STATUTORY.
(1) The Contractor shall maintain, in a company acceptable to the Owner,
Liability Insurance as follows:
a. Workmen's Compensation - Statutory
b. Manufacturers' and Contractors' Liability, covering operations
performed by the Contractor or by any Subcontractor, with limits of not
less than:
Bodily Injury - $100,000/300,000
Property Damage - $100,000.
c. Automobile Liability, covering owned, non-owned, and hired
automobiles, with limits as required in (b) above.
d. Contractual Liability, covering liability of the Owner or others
assumed by the Contractor elsewhere in this contract under "Hold
Harmless" Agreements or similar assumptions of liability, with limits as
required in (b) above.
(2) The Contractor shall provide the Owner with insurance certificates certifying
that the foregoing insurance is in force; and such insurance certificates shall include
provisions that the insurance shall not be canceled, allowed to expire, or be materially
changed without giving the Owner fifteen (15) days advance notice by registered mail.
(3) The Contractor agrees that if any part of the work under the contract is sublet, he
will require the subcontractor(s) to carry insurance as required in (1), (a), (b), and (c)
above, and that he will require the subcontractor(s) to furnish to him insurance
certificates similar to those required by the owner in (2) above.
(b) FIRE AND EXTENDED COVERAGE INSURANCE (BUILDERS' RISK)
(1) The Contractor shall maintain, in an insurance company or insurance
companies acceptable to the Owner, Fire, Extended Coverage, and Vandalism and
Malicious Mischief Insurance on buildings and structures, while in the course of
GC-14

1J
construction, including foundations, additions, attachments, and all permanent fixtures
belonging to and constituting a part of said buildings or structures. The amount of
insurance must at all times be at least equal to the actual cash value of the insured
property. The policy shall be in the name of the Owner and the Contractor, as their
interests may appear.
(2) The Contractor shall provide the Owner with satisfactory evidence certifying
that the foregoing insurance is in force; and such evidence shall include provisions that
the insurance shall not be canceled, allowed to expire, or be materially changed without
giving the Owner fifteen (15) days advance notice by registered mail.
(e) CANCELLATION AND RE-INSURANCE
(1) If any insurance should be canceled or changed by the insurance company or
should any insurance expire during the period of this contract, the Contractor shall be
responsible for securing other acceptable insurance to provide the coverage specified in
this section to maintain continuous coverage during the life of this contract.
1-25. SURETY BOND
(a) A Performance Bond, in the full amount of the Contract price, will be
required of the successful bidder to guarantee the faithful performance of the work in
compliance with the Contract Documents. Unless otherwise required by Special
Conditions, the Performance Bond shall be written on A.I.A. Standard Form A-311,1958
Edition, entitled "Performance Bond". The Bond shall be dated the same as the Contract
and must be accompanied by a current copy of the Power of Attorney for the Attorney-in-
Fact representing a Surety Company licensed to do business in the state in which the
work is performed. This bond must be executed with the Contract and delivered to the
Owner within ten (10) days after the day of the official notice of award and transmittal of
Contracts for execution.
(b) Payment bond in the full amount of the contract price will be required of the
successful bidder to guarantee the payment of all labor and material bills in connection
with compliance of the Contract. Unless otherwise required by Special Conditions, the
Payment Bond shall be written on A.I.A. Standard Form A-311 entitled "Labor and
Material Payment Bond". This bond shall be dated, executed, and delivered in the same
manner as the Performance Bond.

(c) Cash or a certified check made payable to the Owner in the full amount of the
contract price will be acceptable in lieu of a Performance Bond of a Surety Company.
This cash or check will serve as a Performance Bond to guarantee that the provisions of
the Contract Documents are complied with, and the Contractor hereby agrees that in
default of such performance the cash or certified check, or such portion thereof, as is
required to satisfactorily complete the work accompanying this proposal and Contract,
shall be forfeited and become the property of the Owner.
GC-15 I

1 1-40. ASSIGNMENT
Neither party to the Contract shall assign the Contract or sublet it as a whole
without the written consent of the other, nor shall the Contractor assign any sums of
money due or to become due to him hereunder without the previous written consent to
the Engineer.
1-41. USE OF PREMISES
(a) Contractor shall confine his apparatus, storage of materials, and operations of
his workmen to limits required by law, ordinances, permits, and directions of Engineer
and Owner, and shall not unnecessarily encumber any part of the site.
(b) Contractor shall not overload or permit any part of any structure to be loaded
with such weight as will endanger its safety.
j (c) Contractor shall enforce Engineer's and Owner's instructions in connection
with signs, advertisements, fires, and smoking.
(d) Contractor shall arrange and cooperate with Owner in routing and parking of
automobiles of his employees, subcontractors, and other personnel; and in routing
material delivery trucks and other vehicles to the project site.

(e) Contractor shall notify the Engineer with a copy to the Owner of all blasting
operations at least 48 hours before such blasting unless otherwise approved by the
Engineer.
1-42. PROTECTION OF EXISTING PROPERTY IMPROVEMENTS
(a) Any existing surface or subsurface improvements, such as pavement, curbs,
sidewalks, pipes or utilities, footings, or structures (including portions thereof), trees and
shrubbery, not indicated on the drawings or noted in the specifications as being removed
or altered shall be protected from damage during construction of any project.
(b) Any such improvements damaged during construction of the project shall be
restored to a condition equal to that existing at time of award of contract.
1-43. TEMPORARY HEAT
The General Contractor shall provide heat fuel and services as necessary to
protect all work and materials, within all habitable areas of permanent building
construction, for all contracts against injury from dampness and cold until final
acceptance of all work and materials for the project, unless building is fully occupied by
the Owner prior to such acceptance in which case the Owner shall assume all expenses of
GC-22

heating from date of full occupancy. In areas outside those covered above, each prime
Contractor shall be responsible for providing such temporary heat, fuel, and services as
required to protect his work or shall make all necessary arrangements with the General
Contractor for providing such temporary heat, fuel, and services. Unless otherwise
specifically permitted by Special Conditions, the permanent heating system shall not be
used to provide temporary heat. Contractor's proposed methods of heating shall be
submitted for approval.
1-44. ELECTRICAL POWER AND LIGHTING
Electrical power required during construction shall be provided by each prime
Contractor as required by him. This service shall be installed by a qualified electrical
contractor approved by the Engineer. Lighting shall be provided by the General
Construction Contractor in all spaces at all times where necessary for good and proper
workmanship, for inspection, or for safety. No temporary power shall be used off
temporary lighting lines without specific approval of the General Construction
Contractor.
1-45. CONTRACTOR'S COOPERATION AND COORDINATION
(a) The Owner reserves the right to let other contracts in connection with the
work on the project.
(b) Cooperation is required in the use of site facilities and in the detailed
execution of the work. Each Contractor shall coordinate his operations with those of the
other Contractors for the best interest of the work in order to prevent delay in the
execution thereof.
(c) Each Contractor shall keep himself informed of the progress of the work of
other Contractors. Should lack of progress or defective workmanship on the part of other
Contractors interfere with his operations, the Contractor shall notify the Engineer
immediately. Lack of such notice to the Engineer will be construed as acceptance by the
Contractor of the status of the work of other Contractors as being satisfactory for proper
coordination of his own work.
(d) Each Contractor shall give notices of the progress of his work so as to allow
other Contractors adequate opportunity to properly direct and coordinate their work. The
General Construction Contractor shall give notices of the progress of his work so that
work of other contractors, when required to be concealed, may be placed before the
general construction work. All such notice shall be submitted to the Engineer with copies
to other prime Contractors on the project sufficiently ahead of job progress to permit
adequate time for the other prime contractors to coordinate their work.
GC-23

the Contractor shall reflect the true conditions and be acceptable to the Engineer. The
Engineer may withhold such monthly estimate when the estimate in his opinion will
amount to $1,000 or less. Payment will be due within thirty (30) days after receipt by the
Owner of the certificate of payment. Should the Contractor desire to obtain partial
payment for materials stored in a bonded warehouse off the site, he may assign such
materials to the Owner and request the Engineer to inspect the materials so stored to
determine that they are properly stored and protected against damage or theft and that
there is insufficient storage space on the site. Should the Engineer so determine, he will
approve partial payment for such materials; however, the Contractor will be entirely
responsible for them until they are incorporated in the work in accordance with the
drawings and specifications. The Contractor shall make the following certification on
each request for payment:
"I hereby certify that the labor and materials listed on this request for
payment have been used in the construction of this work, or that all
materials included in this request for payment and not yet incorporated
into the construction is now on the site; and that all lawful charges for
labor, materials, etc. covered by previous Certificates of Payment have
been paid and that all other lawful charges on which this request for
payment is based have been paid for in full or will be paid for in full
from the funds received in payment of this request within ten (10)
calendar days from receipt of this partial payment from Owner."
1-55. FINAL INSPECTION
The Engineer will make a final inspection of all work included in the Contract as
soon as possible after notification by the Contractor and confirmation by the Engineer's
representative on the project that the work is completed and ready for inspection. If any
portion of the work is not acceptable at the time of the inspection, the Engineer will
advise the Contractor, in writing, as to the particular items to be corrected before the
work can be given final approval.

1-56. FINAL CERTIFICATE OF PAYMENT

(a) Upon completion of all work whatsoever required and upon receipt from the
Contractor of acceptable affidavits, certificates, or waivers showing that no right to lien
exists in connection with the work, the Engineer will file a Final Certificate of Payment
with the Owner and with the Contractor as to the entire amount of work performed and
compensation earned by the Contractor including extra work and compensation therefore.

(b) Within thirty (30) days after the filing of the Final Certificate of Payment, the
Owner shall pay to the Contractor the amount stated in the Agreement, less all prior
payments whatsoever to or for the account of the Contractor. All prior estimates and
payments, including those relating to extra work, shall be subject to correction by this
payment, which is throughout this Contract called Final Payment.
28
GC
-

1-57. ACCEPTANCE OF FINAL PAYMENT CONSTITUTES RELEASE
(a) The acceptance by the Contractor of Final Payment shall be and shall operate
as a release to the Owner of all claims and of all liability work and for every act and
neglect of the Owner and others relating to or arising out of this work. No payment,
however, final or otherwise, shall operate to release the Contractor or his Sureties from
any obligations under the Contract or the Performance Bond.
(b) If any lien should remain unsatisfied after Final Payment is made, all money
which the Owner pays in discharging such lien, including all costs and a reasonable
attorney's fee, shall be refunded by the Contractor.
1-58. GUARANTEE OF WORK
(a) Except as otherwise specified all work shall be guaranteed by the Contractor
and his Sureties against defects resulting from the use of faulty or inferior materials,
equipment, or workmanship for one year from the date of final completion of the work as
signified by acknowledgment of receipt of Final Payment by the Contractor, or from date
of notice of full occupancy of the facility by the Owner, whichever is earlier, or from the
date of final completion as established by the Owner, the Engineer, and the Contractor in
a joint meeting as applicable.
(b) If, within any guarantee period, repairs or changes are required in connection
with guaranteed work, which, in the opinion of the Engineer, are rendered necessary as
the result of the use of materials, equipment, or workmanship which are inferior,
defective, or not in accordance with the terms of the Contract, the Contractor shall,
promptly upon receipt of notice from the Owner, and without expense to the Owner:
work;
(1) Place in satisfactory condition, in every particular, all of such guaranteed
(2) Correct all defects therein;
(3) Make good all damage to the building or site, or equipment or contents
thereof,
which, in the opinion of the Engineer, is the result of the use of materials,
equipment, or workmanship which are inferior, defective, or not in accordance
with the terms of the Contract; and
(4) Make good any work or materials, or the equipment and contents of said
building or site, disturbed in fulfilling any such guarantee.
(c) If in fulfilling the requirements of the Contract or of any guarantee embraced
therein or required thereby, the Contractor disturbs any work guaranteed under another
contract, he shall restore such disturbed work to a condition satisfactory to the Engineer,
and shall guarantee such restored work to the same extent as it was guaranteed under
such other contract.
GC-29

(d) If the Contractor, after notice, fails to proceed promptly to comply with the
terms of the guarantee, the Owner may have the defects corrected and the Contractor and
his Surety shall be liable for all expenses incurred.
(d) All special guarantees applicable to definite parts of the work that may be
stipulated in the specifications or other papers forming a part of the Contract shall be
subject to the terms of this paragraph during the first year of the life of such special
guarantee.
1-59. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA)
t The Contractor shall comply with the Department of Labor Safety and Health
Regulations for construction promulgated under the Occupational Safety and Health Act
of 1970 (PL 91-596) and under Section 107 of the Contract Work Hours and Safety
Standards Act (PL 91-054).

s

GC-30

(d) Cash or certified check made payable to the Owner in the full amount of the
contract price will be acceptable in lieu of a Payment Bond of a Surety Company. This
cash or check shall serve as a Labor and Material Payment Bond to guarantee that all
legal claims for labor and material in connection with the performance of the Contract
will be satisfactorily settled, and the Contractor hereby agrees that in case of default of
the payment of any legal claims for labor and material, the cash or certified check, or
such portion thereof as is required to satisfy all legal claims for labor and material in
connection with this proposal, shall be forfeited and become the property of the Owner.
1-26. RESPONSIBILITY, RISK, BLAME, ETC.
(a) The Contractor shall indemnify and save harmless the Owner and his agents
from and against all losses, claims, demand, payment, suits, actions, recoveries, and
judgments of every nature and description brought or recoverable against it or them by
reason of any act or omission of the Contractor, his agent, employees or subcontractor in
the execution of the work or in consequence of any negligence or carelessness in
guarding the same.
(b) The Contractor shall assume all risk or bear any loss or injury to property or
persons occasioned by neglect or accident during the progress of work, until the same
shall have been completed and accepted. He shall also assume all blame or loss by reason
of neglect or violation of any local, State, or Federal law, rule, regulation, or order. The
Contractor shall give to the proper authorities all required notices relating to the work,
obtain all official permits and licenses, and pay all proper fees. He shall make good any
injury that may have occurred to any adjoining building, structure, or utility in
consequence of this work.
(c) The Contractor shall provide adequate protection against injury or loss arising
in connection with this Contract for all his work, including the work of any subcontractor,
and the property of the Owner. He shall make good any such damage, injury, or loss,
except such as may be due directly to errors in the drawings or specifications or caused
by agents or employees of the Owner. He shall adequately protect adjacent property as
provided by law and by the specifications and drawings. He shall provide passageways,
guard fences, lights, watchmen, and other facilities for protection as required by public
" authority and local conditions.
(d) In an emergency affecting the safety of life or of the work, the Contractor,
without special instruction or authorization from the Engineer, is hereby permitted to act,
at his discretion, to prevent such threatened loss or injury, and he shall act, without
appeal, if so instructed or authorized. Any compensation claimed by the Contractor on
account of emergency work shall be determined in accordance with the terms of the
Contract Documents.
(e) The Contractor shall indemnify and save the Owner harmless from any
liability resulting to it as a result of any inherently dangerous activities engaged in by the
1 Contractor or its subcontractor which would result in injury or death to an employee of
GC-16

either the Contractor, subcontractor, or anyone else.
(f) If the Contractor or a subcontractor engages in any "inherently dangerous"
activity, the Contractor or subcontractor shall comply with all Federal, State, and local
safety standards, and the Contractor shall insure that any subcontractor complies with all
Federal, State, and local safety standards in engaging in its activities and that such
covenants and assurances are an essential part of his contract with the subcontractor.
1-27. WORK DURING INCLEMENT WEATHER
No work shall be done under these specifications except by permission of the
Engineer when the weather is unfit for good and careful work to be performed. Should
the severity of the weather continue, the Contractor, upon the direction of the Engineer,
shall suspend all work until instructed to resume operations by the Engineer, and the
Contract time shall be extended to cover the duration of the order. Work damaged during
periods of suspension due to inclement weather shall be repaired and/or replaced by the
Contractor at his own expense.
1-28. INSPECTION OF WORK
(a) The Engineer and his representatives shall have access to the work at all
times. The Contractor shall provide proper facilities for such access and for inspection.
(b) If the specifications, the Engineer's instructions, codes, laws, ordinances, or
any public authority require any work to be specifically tested or approved, the
Contractor shall give the Engineer timely notice of its readiness for inspection, and, if the
inspection is by an authority other than the Engineer, of the date fixed for such
inspection. Inspections by the Engineer will be promptly made, and where practicable, at
the source of supply. If any work should be covered up without approval or consent of
the Engineer, it must, if required by the Engineer, be uncovered for examination and
properly restored at the Contractor's expense.
(c) Reexamination of any work may be ordered by the Engineer, and if so
ordered, the work must be uncovered by the Contractor. If such work is found to be in
accordance with the Contract Documents, the Owner will pay the cost of reexamination
and replacement. If such work is not in accordance with the Contract Documents, the
Contractor shall pay such cost.
1-29. SUPERINTENDENCE
(a) The Contractor shall keep on his work, during its progress, a competent
superintendent and any necessary assistants, all satisfactory to the Engineer. The
superintendent shall not be changed except with the consent of the Engineer, unless the
superintendent proves to be unsatisfactory to the Contractor and ceases to be in his
GC-17
1
employ. The superintendent shall represent the Contractor in his absence and all
directions given to him shall be as binding as if given directly to the Contractor. The
Contractor shall give efficient superintendence to the work, using his best skill and
attention. If, in the opinion of the Engineer, the Contractor's superintendent or any
workman on the project proves to be incompetent or otherwise unsatisfactory, he shall be
replaced if and when directed.
(b) If the Contractor, in the course of the work, finds any discrepancy between
the drawings and physical conditions of the locality, or any errors or omissions in
drawings or in the layout as given by survey points and instructions, he shall immediately
inform the Engineer, in writing. The Engineer will promptly investigate the reported
conditions and issue such instructions as may be necessary for the proper execution of the
work. Any work done after such discovery and prior to receipt of such instruction shall
be at the risk of the Contractor.
1-30. TESTING AND USE OF INCOMPLETE PORTIONS OF THE WORK
The Contractor shall be responsible in every respect for failure to observe the
necessary precautions to avoid injury to personnel or property during testing and use of
any incomplete portions of the work in whole or in part while the tests are being
conducted, and the Owner or his agents shall not be liable therefore.
1-31. SANITARY PROVISIONS
The General Contractor shall furnish necessary toilet conveniences, secluded from
public observation, for use of all personnel on the work, whether or not in his employ.
They shall be kept in a clean and sanitary condition and shall comply with the
requirements and regulations of the Public Authorities having jurisdiction. He shall
commit no public nuisance. Temporary sanitary facilities shall be removed upon
completion of the work and the premises shall be left clean.
1-32. PUBLIC CONVENIENCE AND SAFETY
The Contractor shall, at all times, conduct the work in such a manner as to insure
the least practicable obstruction to public travel. The convenience of the general public
and of the residents along and adjacent to the area of the work shall be provided for in a
satisfactory manner, consistent with the operation and local conditions. "Street Closed"
signs shall be placed immediately adjacent to the work, in a conspicuous position, at such
locations as traffic demands. At any time that streets are required to be closed, the
Contractor shall notify law enforcement agencies, fire departments, and parties operating
emergency vehicles before the street is closed and again as soon as it is opened. Access
to fire hydrants and other fire extinguishing equipment shall be provided and maintained
at all times.
't GC-18
11
1-33. MEASUREMENT OF QUANTITIES
All work completed under the contract will be measured by the Engineer
according to the United States Standard Measures. All linear surface measurements will
be made horizontally or vertically as required by the item measured.
1-34. PATENTS AND ROYALTIES
(a) The Contractor and his sureties shall assume all responsibility for damage
arising through infringements of patent rights connected with any or all of the materials,
appliances, articles, or systems used in the performance of this work and shall pay all
royalties on apparatus or methods installed by him except as provided in (b).
(b) The Contractor shall be responsible for determining the application of patent
rights or royalties on materials, appliances, articles, or systems prior to bidding.
However, he shall not be responsible for such determination on systems which do not
involve purchase by him of materials, appliances, and articles.
1-35. CHANGES IN THE WORK
(a) The Owner, without invalidating the Contract, may order extra work or make
changes by altering, adding to, or deducting from the work, the Contract Sum being
adjusted accordingly, provided, however, that nothing herein shall be construed to
authorize any North Carolina city, county, town, or other governmental unit to violate the
provisions of G.S. 143-129.
All such work shall be executed under the conditions of the original contract
except that any claim for extension of time caused thereby shall be adjusted at the time of
ordering such change; however, any claim for extension of time that is not resolved at the
time of execution of an order for changes may be reconsidered and the construction time
may be adjusted upon completion of the project. Any claim for extension of time shall
include substantiating reasons and evidence for such extension.
(b) In giving instructions, the Engineer shall have authority to make minor
changes in the work not involving extra cost, and not inconsistent with the purposes of
the work, but otherwise, except in an emergency endangering life or property, no extra
work shall be done or changes made unless pursuant to a written order of the Engineer,
and no claim for an addition to the Contract Sum shall be valid unless such additional
work or changes were so ordered.
(c) The value of any such extra work or change shall be determined in one or
more of the following ways:
(1) By estimate or acceptance in a lump sum.
(2) By unit prices named in the Contract or subsequently agreed upon.
GC-19

(3) By cost plus a percentage for overhead and profit or by cost and
a fixed fee.
(d) If none of the above methods is agreed upon, the Contractor, provided he
receives a written order, shall proceed with the work. In such case and also under case
(3), he shall keep the present in such form as the Engineer may direct, a correct
breakdown showing the method of arriving at the cost listed together with the vouchers.
(e) Under Methods (1) and (3), the allowances for overhead and profit combined
shall not exceed twenty percent (20%) of net cost, except that where the change involves
a subcontractor allowance shall not exceed 20% for the subcontractor and 7-1/2% for the
Prime Contractor. Under Method (2) no allowance shall be made for overhead and profit.
In the case of deductible change order, under Methods (1) and (3), the Contractor shall
include not less than 10% profit, but no allowance for overhead.
J? (f) When requested, all change orders shall be supported by a breakdown and
vouchers as specified for Method (3) under paragraph (c) above.
(g) No extra work or material will be paid for without a written order from the
Engineer.
11,
1-36. DELAYS AND EXTENSION OF TIME
(a) If the Contractor is delayed at any time in the progress of the work by any act
of the Owner or the Engineer, or of any employee of either, or by any separate Contractor
employed by the Owner, or by changes ordered in the work, or by strikes, lockouts, fire,
unusual delay in transportation, unavoidable casualties or any causes by the Contractor's
control, or by any cause which the Engineer shall decide to justify the delay, then the
time of completion shall be extended for such reasonable time as the Engineer may
decide except as stipulated in Paragraph 1-27.
(b) No such extension shall be made for delay occurring more than seven (7)
days before the claim therefore is made in writing to the Engineer. In the case of a
continuing cause of delay, only one claim is necessary.
(c) No claim for delay shall be allowed because of failure to furnish drawings
until two (2) weeks after demand for such drawings and not then unless such claim be
reasonable.
(d) This article does not exclude the recovery of damages for delay by either party
under other provisions in the contract documents.
(e) No claim for extension of time will be considered because of unusual weather
conditions, and no reparation shall be made to the Contractor for damages to the work
resulting therefrom, except as stipulated in paragraph 1-27.
GC-20

1-37. DEDUCTIONS FOR UNCORRECTED WORK
If the Engineer deems it inexpedient to correct work that had been damaged, or
that was not done in accordance with Contract requirements, an equitable deduction from
the Contract price shall be made therefore. However, the Contractor will have the option
of correcting the work within an agreed-upon time.
1-38. CORRECTION OF WORK
(a) The Contractor shall promptly remove from the premises all materials and
work condemned by the Engineer as failing to meet Contract requirements, and shall
promptly replace and reexecute his own work in accordance with the Contract, without
expense of the Owner, and shall bear the expense of making good all work of other
Contractors destroyed or damaged by such removal or replacement.
(b) If the Contractor does not remove such condemned work and materials within
ten (10) days after written notice, the Owner may remove them and may store the
materials at the expense of the Contractor. If the Contractor does not pay the expense of
such removal within ten (10) days thereafter, the Owner may, upon ten (10) days written
notice, sell such materials at auction or at private sales and shall pay to the Contractor the
net proceeds thereof, after deducting all the costs and expenses that should have been
borne by the Contractor.
1-39. CASH ALLOWANCES
(a) Contractor shall include in his contract price all cash allowances named in the
Contract Documents and shall cause work covered by such allowances to be done by
such subcontractors or furnished by such suppliers as the Engineer may select, for such
sums as he may approve. If the actual cost to the Contractor of items covered by
allowances varies from
the specified sums, either more or less, the Contract Price shall be adjusted accordingly.
(b) The Contract Price shall include such sums, over and above the amount of the
cash allowances, for overhead, profit, and other expenses on account of such cash
allowances as the Contractor may deem proper, and no request for expenses other than
those included in the Contract Price will be allowed.
(c) The Contractor will not be required to employ any persons against whom he
has a reasonable objection to perform work or furnish materials covered by cash
allowances.
GC-21

11

I
11

SPECIAL CONDITIONS
1. BONDS
(a) Bid Bond: Bid bonds, when submitted, shall be in the form prescribed by
G. S. 143-129 as amended by Chapter 1104 of the Public Laws of 1951.
(b) Contract Bond: The Contract Bond is a combined Performance Bond and
Payment Bond. It shall be written on the forms contained in the bound documents.
2. DEFINITIONS
(a) Engineer: The Engineer is the City Engineer for the City of Goldsboro, North
Carolina.
3. DRAWINGS AND SPECIFICATIONS
The Contractor shall be furnished four (4) sets of drawings and specifications.
Additional sets will be made available at a cost of twenty-five dollars ($25.00) per set
paid in advance.
4. EXISTING UTILITIES AND DRAINAGE STRUCTURES
(a) Location of existing utilities and drainage structures shown on the drawings
have been taken from public records and field investigation. However, locations and
completeness of utilities are not guaranteed and the Contractor should not only make his
own investigations but should allow for contingencies which might arise by reason of
encountering unrecorded lines or of being in different locations than shown on the plans.
(b) There is a possibility that the proposed construction may conflict with
existing utility lines or drainage structures. Therefore, should such conflicts arise, the
Contractor shall take such actions as are necessary to protect the utility lines and
structures to prevent damage to same and to maintain service until such utility lines can
be relocated by the utility owner. Relocation of the utility will be the responsibility of the
utility owner.
(c) Extreme care shall be exercised when excavating with heavy equipment near
existing utility lines and drainage structures. The City will not assume nor accept any
responsibility for charges assessed by the private or public utility companies for damages
sustained by the utility to their property by virtue of action on the part of the Contractor,
nor for such charges as may be imposed by the utility for personnel to furnish field
location of the facility. All such costs are to be borne by the Contractor within the unit
prices and/or lump sum prices stated in his Proposal.
SC-1

safe travel of local residential traffic.
As a guide, street maintenance shall include, but not be limited to, street grading
and eliminating excessively muddy conditions by excavation and replacing with stone to
a depth as directed by the Engineer.
Payment for street maintenance will not be a separate pay item but shall be
absorbed in the appropriate unit prices and/or lump sum prices of items in the Proposal.
In addition, there will be no payment for any stone or any other materials that are
used for street maintenance.
13. TRAFFIC MAINTENANCE
The following requirements shall apply to traffic maintenance in addition to those
specified in Section 1-32 of the General Conditions. The Contractor shall keep all streets
open to traffic at all times unless permitted otherwise by the Engineer. The Contractor
shall provide, place and maintain temporary traffic control devices as directed by the
Engineer. The 1988 edition of the Manual on Uniform Traffic Control Devices for
Streets and Highways as prepared by the National Joint Committee of Uniform Traffic
Control Devices shall be used as a guide in the placement of devices, and all devices shall
meet the requirements of said manual.
The Contractor shall keep driveways open to traffic at all times except for a
curing period of 4 to 6 days after placement of concrete drives or for a reasonable amount
of time to install utility lines or appurtenances crossing individual driveways.
14. TRAFFIC CONTROL
(a) Description: This work shall consist of furnishing, installing, and maintaining
necessary traffic signs, barricades, lights, signals, cones, and other traffic control devices,
and shall include flagging and other means for guidance of traffic through the work zone.
The work shall be done in accordance with the national Manual on Uniform Traffic
Control Devices and with the design details included in the plan where applicable.
(b) Materials: All devices described above shall be manufactured in conformity
with the requirements specified in the Manual on Uniform Traffic Control Devices and in
accordance with any special requirements in the plans or special provisions.
Types of barricade supports or devices not specifically described in the Manual on
Uniform Traffic Control Devices, but which would cause a hazard to traffic if used by the
Contractor, will not be permitted in the work. The methods used by a Contractor to
control traffic for lane changes or other diversion, when details regarding same are not
included in the Contract, shall produce a safe condition for travel to the maximum extent
possible at all times.
SC-4

(c) Construction Methods: All traffic control devices necessary for the first stage
of construction shall be properly placed and in operation before any construction is
allowed to start. When work of a progressive nature is involved, such as resurfacing a
road under traffic, the necessary signs shall be moved concurrently with advancing
operation.
When the plans or special provisions contain special details regarding specific
signs, sequence of erection or special staging for handling traffic, the work shall conform
thereto.
If at any time the Engineer determines that proper provisions for safe traffic
control are not being provided or maintained, he may order suspension of the work until
the proper level is achieved. In cases of serious or willful disregard for safety of the
public or his employees by the Contractor, the Engineer may proceed forthwith to place
the traffic control measures in proper condition and deduct the cost thereof from monies
due or becoming due the Contractor.
I

The Contractor shall designate or otherwise provide personnel to furnish
continuous surveillance over his traffic control operations. This designee will also be
available at night to respond to calls involving damage to barricades, lights, signs, etc.
either through vandalism or traffic accident. The Contractor shall make known the name
of the person providing the surveillance both at the preconstruction conference and to
local police establishments.
(d) Method of Measurement: The item of Traffic Control will be measured as a
single complete unit of work, unless the Contract contains a different method of
measurement.
(e) Basis of Payment: This item of work, measured as provided above, will be
paid for at the lump sum price for Traffic Control, which price shall be full compensation
for furnishing, erecting, and maintaining traffic signs, barricades, and other control
devices; for furnishing required flagging services; for furnishing and maintaining lights
and signals, including necessary fuel or power; and for all labor, tools, equipment,
services, and incidentals necessary to complete the work.
15. CONSTRUCTION STAKING
The Contractor shall provide surveying services for construction stakeout of all
proposed improvements to include, but not be limited to, offset/grade staking for curb
and gutter construction, offset/grade staking for gravity sanitary sewer line construction,
and offset staking water line construction. The Contractor shall be responsible for
preparation of all cut sheets.
The City will locate all proposed manholes.
SC-5
11
16. SUBCONTRACTORS
The following requirements for Subcontractors shall be in addition to those set
forth in Section 1-40 and 1-47 of the General Conditions.
(a) The Contractor shall not sublet the Contract, nor any portion thereof, without
the written consent of the Engineer.
(b) If such consent is given, the Contractor will be permitted to sublet a portion
thereof, but shall perform with his own organization, work amounting to not less than 60
percent of the total contract amount.
(c) A Subcontractor shall not sublet, sell, transfer, assign, or otherwise dispose of
his contract with the Contractor, or any portion thereof, or of his right, title, or interest
therein.
17. TREE TRIMMING AND PRUNING
The Contractor shall trim and prune trees at the locations directed by the
Engineer. Each tree shall be pruned in accordance with standard horticultural practice to
preserve the natural character of the tree. Tree trimming and pruning shall include, but
not be limited to, removing all dead wood, broken or badly bruised branches, low
hanging limbs, and tree roots in conflict with proposed curb and gutter or other proposed
construction.
Tree roots shall be cut in accordance with standard horticultural practice to
preserve the natural character of the tree. Cuts over 3/4-inch in diameter shall be painted
with an approved tree paint. Paint shall cover all exposed cambium as well as other
exposed living tissue. Paint shall be waterproof, adhesive and elastic, antiseptic, free
from kerosene, coal, tar, creosote, or any other material injurious to the life of the tree
and shall be approved before it is used. Below are the names and addresses of three firms
which offer tree wound dressings for sale:
Forestry Supplies, Inc
205 W. Rankin Street
P. O. Box 8397
Jackson, MS 39204
Ben Meadows Company
3589 Broad Street
P. O. Box 85049
Atlanta, GA 30366
General Supply Corp.
303 Commerce Park Drive
P. O. Box 9347
Jackson, MS 39205
Compensation paid to the Contractor for such trimming and pruning shall not be a
separate pay item but shall be absorbed in the appropriate unit prices and/or lump sum
prices of items in the Proposal.
18. PAVEMENT REMOVAL AND REPLACEMENT
SC-6

Where necessary to permit the installation of the project improvements, the
Contractor shall remove and replace existing pavement within the limits shown on the
plans or directed by the Engineer in accordance with this paragraph. The Contractor shall
remove asphalt pavement for its entire depth in a neat and workmanlike manner.
Pavements shall be cut with jack hammers in the straightest possible line using this type
of equipment. The Contractor shall dispose of all removed pavements. Pavement areas
which must be removed shall be replaced as follows: The excavated areas shall be
backfilled and thoroughly compacted. The backfilled areas shall be backfilled and
thoroughly compacted. The backfilled areas shall be graded to a uniform surface to
permit 6 inches of coarse aggregate base course and 3 inches of bituminous concrete to
be placed at the original grades. Bituminous concrete shall be Type I-2 and shall be
made and placed in accordance with Section IV of the Detail Specifications.
Coarse aggregate base course material shall consist of crushed stone, crushed or
uncrushed gravel, or other similar material having hard, strong, durable particles free of
adherent coatings. The aggregate shall meet the following gradation requirements:
Sieve Designation Percent Passing
1'/2" 100
i" 75-97
1/z" 55 - 79
No. 4 35 - 55
No. 10 25 - 45
No. 40 14 - 30
No. 200 4-12
The aggregate material shall be placed on the subgrade by methods such that the
material will not segregate. After placement of the subgrade, the material shall be
compacted by suitable methods to a density equal to at least 100 percent of that obtained
by compacting a sample of the material in accordance with AASHTO T180. The
Contractor shall dry or add moisture to the material when required to provide a uniformly
compacted base.
Payment for removing and replacing pavement under this paragraph shall be at
the unit price as shown in the Proposal. Such payment shall be full compensation for all
work performed under this paragraph.
19. DISPOSAL AND SHIFTING OF EXCESS EXCAVATED MATERIAL
Excess excavated soil from individual projects shall be disposed of by
transporting it to other projects within the scope of this contract which need additional
material or to the Contractor's own disposal site. Material suitable for subgrade
construction shall not be disposed of at the disposal site until all projects which need
SC-7

additional subgrade material, including streets requiring undercutting in accordance with
paragraph 1-2(b) of the Detail Specifications, have been supplied with such material.
Select borrow material shall not be authorized until all suitable excess material has been
depleted. Therefore, the Contractor in scheduling his earthwork operations shall
familiarize himself with the soil conditions on each individual project so that material
needed for subgrade construction can be obtained from projects having excess suitable
material.
Material containing large roots, limbs, broken pavement, and other debris shall
not be disposed of at the City of Goldsboro disposal site. The Contractor shall provide
suitable disposal sites for such materials.
Trees, concrete, asphalt, broken pipe, etc. shall be disposed of at a suitable site
provided by the Contractor.
20. SELECT BORROW
Select borrow shall be used for backfill when authorized by the Engineer. Select
borrow shall be approved by the Engineer as meeting the requirements for the intended
use, and it shall be free from brush, roots, rubbish, weeds, logs, stumps, or other
unsuitable material. When authorized by the Engineer, the Contractor shall dispose of
excavated materials that are unsuitable for backfill, and he shall provide and place select
borrow as directed by the Engineer. The quantity estimate shown in the Proposal is an
arbitrary amount. The actual amount which could possibly be needed may be more or
less than that quantity. Payment for select borrow shall be at the unit price per cubic yard
as shown in the Proposal. Such payments shall be full compensation for excavating and
disposing of unsuitable material and for furnishing and placing select borrow for backfill.
21. VERIFICATION OF TAP SIZE AND LOCATION
The City will provide the location of new water and sanitary sewer service taps to
the Contractor. However, the Contractor shall verify the tap size and location for
replacement taps at the locations shown on the plans for water main and sanitary sewer
improvements.
Compensation paid to the Contractor for locating and verifying the size of the
existing taps shall not be a separate pay item but shall be absorbed in the appropriate unit
prices and/or lump sum prices of items in the Proposal.
22. SANITARY SEWER MANHOLES
Manholes may be brick or concrete block masonry or precast concrete as
specified in Section VII of the Detail Specifications. If the Contractor chooses to use
precast concrete, he shall assume responsibility for adjustments which may be necessary
due to changes in grade or conflicts with unknown utilities.
SC-8

' 23. RELOCATION OF EXISTING TAPS, WATER METERS, AND BOXES
The Contractor shall be responsible for locating taps and water meters and boxes
' before beginning any construction which might cause damage to them. Generally, taps
and meter boxes will be located at each business on the street. The locations of taps and
meter boxes as shown on the plans or by the City are not guaranteed and the Contractor
should not only make his own investigation but should allow for contingencies which
might arise by reason of encountering taps and meter boxes in different locations.
I

1
a

When it is determined that an existing tap and/or water meter and box is in
conflict with proposed construction, proposed driveway entrance or existing driveway
entrance, the Contractor shall relocate the existing tap and/or water meter and box behind
the proposed curb line or out of the proposed driveway entrance or existing driveway
entrance as directed by the Engineer. Relocations of taps and/or water meters or boxes
shall include, but not be limited to, extensions and lowering of copper service lines as
directed by the Engineer. Relocations shall be made to a point in the existing business
service line utilizing materials and methods as specified in Section VIII of the Detail
Specifications. Prior to relocating a water meter and box, the Contractor shall notify the
water customer at least 24 hours in advance. In the event that the water main must be
turned off to relocate a water meter and box, the Contractor shall notify the Engineer at
least 72 hours in advance so that the City can notify appropriate City departments and
water customers. The Contractor shall complete the work of relocating a meter in as
short a time period as possible. Payment for relocating taps and/or water meters and
boxes shall be at the unit price shown in the Proposal and shall include the cost of all
materials, couplings and adapters, labor, equipment, and incidentals required for a
complete and satisfactory job.
24. RELOCATION OF EXISTING FENCES
The Contractor shall relocate existing fences at the locations shown on the plans
and/or as directed by the Engineer. Fence relocations shall be made using methods as
specified in Section XVII of the Detail Specifications. Payment for relocating fences
shall be at the unit price shown in the Proposal and shall include the cost of all materials,
equipment, labor, and incidentals required for a complete and satisfactory job.
25. RIGHT-OF-WAY AND PERMITS
The Owner is in the process of obtaining the necessary right-of-way agreements,
as well as the necessary permits from the State of North Carolina and Norfolk Southern
railroad for the installation of the work. If construction is delayed by the right-of-way, or
permit acquisition process, the contract completion date will be extended an equal period
of time.
26. QUANTITIES OF ESTIMATE
Wherever the estimated quantities of work to be done and materials to be
SC-9

furnished under the Contract are shown on any of the documents including the Proposal,
they are given for use in comparing bids, and the right is especially reserved to increase
or diminish them as they may be deemed reasonably necessary or desirable by the City to
complete the work contemplated by this Contract; and such increase or diminution shall
in no way vitiate this Contract, nor shall any such increase of diminution give cause for
claims or liability for damages.
27. REMOVING AND PLUGGING EXISTING SERVICE TAPS
Existing water and sanitary sewer service taps which are found to be in conflict
with proposed construction, or which in the opinion of the Engineer should be removed,
shall be removed by the Contractor. Removal of such service taps shall include plugging
the tap by acceptable methods and removing the service line. Payment for removing and
plugging service taps will not be a separate pay item but shall be absorbed in the
appropriate unit prices of items in the Proposal.
28. AVAILABILITY, TIME OF COMPLETION, AND LIQUIDATED DAMAGES
The project shall be made available to the Contractor on or about April 2004. The
Contractor may be permitted to begin work prior to this date, subject to the approval of
the Engineer.
Time is of the essence for the completion of the work; therefore, the Contractor
shall be required to complete all work within 180 calendar days.
Liquidated damages for this contract shall be Eight Hundred Dollars ($800.00)
per calendar day for each and every calendar day that the work remains incomplete
beyond the completion date.
The Owner and Contractor agree that the actual damage suffered as a result of the
delay would be difficult, if not impossible to calculate, and that the above amount of
liquidated damages set forth herein is a reasonable estimate of damages which the Owner
shall suffer. The Owner and Contractor agree that the amount of liquidated damages
specified herein does not constitute a penalty and that the amount of damages payable for
the delay is not mutually exclusive of any other cost recovery or damages provided under
this contract.
29. CONSTRUCTION PROCEDURE
The Contractor shall be required to complete the various phases of the project in
accordance with the time limits specified in the Construction Schedule such that the
entire project will be completed by the completion date.
The Contractor shall be required to follow the Construction Schedule in the
SC-10

1
performance of the work. Should actual construction progress fall behind scheduled
construction progress, the Contractor shall immediately adjust his construction operations
to insure that the work under this contract will be completed within the designated
contract period, and he shall at that time furnish the Engineer with a revised construction
schedule.
The Contractor shall be required to provide continuous construction progress.
Extended delays between successive phases of construction shall not be permitted and
shall not be considered as valid justification for requests to extend the completion date. It
is the intent of the Engineer that the Contractor shall pursue the work diligently with
workmen in sufficient numbers, abilities, and supervision, and with equipment, materials,
and methods of construction as may be required to complete the work described in the
contract, or as may be amended, by the completion date.
Every two weeks, the Contractor shall be required to submit to the Engineer
progress reports detailing the amount and location of pipe installed,
erosion/sedimentation control measures installed/maintained, and areas where ground
cover has been provided within the previous two-week period. These reports are required
to be submitted for the duration of this project.
1 30. CONSTRUCTION SCHEDULE
The Contractor shall complete the utility improvements in the following order:
Sanitary Sewer Improvements (Cuyler Best Road)
' Water Main Improvements (Cuyler Best Road)
Sanitary Sewer Improvements (all other locations)
31. TESTING AND INSPECTION SERVICE
An independent test agency selected by the Contractor and approved by the
Engineer shall perform soil testing and inspection services. The Contractor shall
cooperate with the testing agency and shall furnish such equipment and personnel as
required. The testing agency will be paid by the Contractor from the testing allowance as
set forth in the Proposal with the following exceptions:

Testing or inspection services not specifically required by the Contract documents
or specifically authorized by the Engineer shall be paid for by the Contractor and the
amount of such payment shall be deducted from the testing allowance.
The cost of any routine or special tests or investigations which result in the
identification of defective work or material or improper placement or compaction shall be
borne by the Contractor and shall not be deducted from the testing allowance.
The costs for testing services which identify both acceptable and unacceptable or
SC-11

defective work will be allocated between the Owner (testing allowance) and the
Contractor. The percentage of the cost borne by the Contractor shall be the same as the
percentage of the test results which fail.
Two copies of reports on authorized tests shall be submitted directly to the
Engineer from the testing services, with a copy to the resident project representative and
the Contractor.
The Engineer anticipates approximately 10 density tests for the entire project.
32. UNDERGROUND DAMAGE PREVENTION ACT
The Contractor shall be required to comply with the Underground Damage
Prevention Act, G. S. 87-100. This act requires persons planning to excavate to notify
each utility owner having underground utilities in the area at least 2 days in advance of
the excavation. This Act further requires that the excavation shall be planned to avoid
damage and minimize interference with underground utilities in and near the construction
area.
33. SPECIFICATIONS FOR EROSION CONTROL FOR
ENCROACHMENTS ON STREETS MAINTAINED BY THE N.C.
DEPARTMENT OF TRANSPORTATION
Erosion control shall be performed as detailed in the NCDOT Standard
Specifications for Roads and Structures - January 1, 1990.
The use of temporary erosion control measures shall be included to prevent
sedimentation of waterways and adjacent property. The use of silt basins, rock silt check
dams, silt fence, temporary slope drains, and temporary seeding and mulching as needed
is recommended.
Permanent erosion control shall be performed as follows:
All disturbed areas shall be dressed to typical sections and scarified to a depth of
5 inches. The top 2 inches shall be pulverized to provide a uniform seedbed.
Notes: Lime should be applied before tillage operation.
2. Lime, seed, and fertilizer shall be applied with necessary equipment to give
uniform distribution of these materials. The hand/bucket method is not
acceptable. Following are rates and kinds of these materials to be applied per
acre:
September 1 - April 1
75# KY 31 Fescue
50# Pensacola Bahiagrass
5# Centipede
500# 10-20-20 Fertilizer
4000# Limestone
April 1 - September 1
75# Pensacola Bahiagrass
50# Ky 31 Fescue
5# Centipede
500# 10-20-20 Fertilizer
4000# Limestone
SC-12

Seeded area shall be cultipacked to firm seedbed and cover seed.

4. Grain straw shall be applied over seeded areas as a mulch within 24 hours of the
initial seeding operation. No bare ground shall be visible when riding by a mulch
area if proper application is achieved. Thick clumps of straw are not permissible
as a uniform coverage is expected.
5. Mulched area shall be tacked with liquid asphalt sufficient to hold straw in place.
Hydraulic tacking materials shall be used in High Quality Water Zones and
Critical Habitat Areas.
6. Ditch treatment shall be used in areas where steep grades could cause ditch
erosion. Use of excelsior matting, or fiberglass/synthetic roving is acceptable.
Ditch treatment should be installed before mulching operation.
34. CLEARING AND GRUBBING
Clearing and grubbing of construction sites, parking lots, pipeline easements, and
roadway areas, shall consist of removing all vegetation and debris, including but not
limited to trees, logs, stumps, junked vehicles, snags, lumber, sawdust piles, fences, leaf
piles, brick, tile, rubble, masonry, walls, chimneys, column footings, other footings,
foundation slabs, basements, other foundation components, railroad tracks and ties, and
rubble and debris and filling the holes and depressions with select backfill material.
Compensation paid to the Contractor for such clearing and grubbing shall not be a
separate pay item but shall be absorbed in the appropriate unit prices and/or lump sum
prices of items in the Proposal.
35. ENVIRONMENTAL PROTECTION
A. Environmental impacts shall be minimized by dhering to the U.S. Army Corp of
Engineers Nation Wide Permit #12, NCDI&R - Division of Environmental
Management, Section 401 Water Quality Certification, NCDENR - Division of Land
Resources (Land Quality Section), The Neuse Riparian Buffer Protection Rules, and
other regulatory agency provisions governing the construction of this project. During
construction, the Contractor shall satisfy the following conditions as a minimum:
1. A minimum 50-foot buffer will be maintained between a construction corridor
and any stream, except at stream crossings.
2. Excavated material will be stockpiled away from any stream.
3. Heavy equipment working in wetlands must be placed on mats or other measures
must be taken to minimize soil disturbance.
4. Wet concrete will be precluded from contacting surface waters to avoid toxic
shock to aquatic organisms.
SC-13

5. Stream crossings will be made as close to perpendicular as practicable to
minimize impacts to riparian vegetation.
6. Riparian vegetation, especially trees, will be preserved as much as possible at
stream crossings. Trees that must be removed will be cut near ground level with
the stumps and roots remaining to preserve bank stability.
7. Natural materials will be used as much as possible to restore stream banks at
crossings. The placement of riprap will be limited to the stream bank below the
high water mark, and vegetation will be used for stabilization above the high
water mark.
8. Permanent herbaceous vegetation in disturbed areas will be established within 15
days of ground disturbing activities. If practical, a "seed as you go" approach
will be applied.
9. Extra sedimentation control measures will be applied to any area where
circumstances prevent leaving at least a 50 foot undisturbed buffer zone. These
might include silt fencing in front of hay bales or brush piles.
10. A sedimentation and erosion control plan will be implemented to avoid
significant runoff to streams.
11. No discharge of dredged or fill material may consist of unsuitable material (e.g.,
trash, debris, car bodies, etc.) and material discharged must be free from toxic
pollutant in toxic amounts.
12. Any temporary fills must be removed in their entirety and the affected areas
returned to their pre-existing elevation.
13. Material resulting from trench excavation may be temporarily sidecast into
waters of the U.S. provided that the material is not placed in such a manner that it
is dispersed by currents or other forces and must be removed within three
months. The temporary placement of excavated or fill material in waters or
wetlands will be for the absolute minimum period of time necessary to
accomplish the work.
14. In wetlands, the top 6" to 12" of the trench should generally be backfilled with
topsoil from the trench.
15. Excess material must be removed to upland areas immediately upon completion
of construction.
16. Any exposed slopes and streambanks must be stabilized immediately upon
completion of the utility line.
17. The construction corridor in Wetlands is limited to 40 feet in width and must be
minimized to the maximum extent practicable. Permanently maintained access
corridors in Wetlands shall be restricted to the minimum width practicable and
may not exceed 10 feet in width except in locations specified on maps for
vehicular access purposes or at manhole locations.
18. Annual species suitable for wet locations shall be planted within jurisdictional
Wetlands for soil and erosion control. Perennials such as fescue are prohibited.
19. No fertilizer shall be applied within 10 feet (3 meters) of streams
20. Contractor shall establish all necessary Erosion and Sedimentation Control
measures in accordance with NCDENR - Division of Land Resources
requirements (including, but not limited to, silt fence, stone check dams,
sediment traps, etc.) on the Project and at all Contractor staging areas.
Sedimentation and Erosion Control measures must be in place prior to utility
construction and must be in place during the clearing stage of the Project.
21. The Contractor shall establish Temporary Gravel Construction Entrances/Exits at
all points of vehicular entrance/exit to prevent transporting mud and sediment on
to public roads, control erosion and dust. The Entrances/Exits shall be
SC-14

constructed of 2 to 3-inch diameter washed stone, placed a minimum of 6-inches
in thickness, 14 feet wide, for a minimum of 50 feet in length as measured from
the edge of the public road. An apron of suitable dimensions shall be used as
well.
22. The Contractor shall dispose all construction debris and waste at permitted
landfill sites. If other arrangements are made with local property owners, the
contractor shall establish all necessary Erosion and Sedimentation Control
measures in accordance with NCDENR - Division of Land Resources
requirements specified here-in.
23. Contractor is responsible for following all requirements of regulatory and
governing agencies during Project construction that are in place at the time of the
Owner Contractor Agreement (including, but not limited to monitoring and
testing requirements for Sedimentation and Erosion Control). Contractor also is
responsible for following all the requirements that take effect during the life of
the Project.
36. SEEDBED PREPARATION AND SEEDING SPECIFICATIONS - Wetland
Areas
1. Surface water control measures to be installed according to plan.
2. Areas to be seeded shall be ripped and spread with available topsoil 6" deep.
Total seedbed prepared depth shall be 6" to 8" deep.
3. Loose rocks, roots and other obstructions shall be removed from the surface
so that they will not interfere with establishment and maintenance of
vegetation. Surface for final seedbed preparation, at finish grades shown,
shall be reasonably smooth.
4. Provide agricultural lime at rate required to bring soil acidity to slightly acid -
ph 6, according to soil test report.
5. Lime and fertilizer shall be applied uniformly and mixed with the soil during
seedbed preparation.
6. Apply 0-20-10 commercial fertilizer at the rate of 20 lbs/1000 s.f. for warm
season mix (see schedule).
7. Apply 10-20-10 commercial fertilizer at the rate of 20 lbs/1000 s.f. for cool
season mix (see schedule).
8. Apply 10-10-10 commercial fertilizer at the rate of 201bs/1000 s.f. for
temporary cover crops. In addition, provide 15 lbs/1000 s.f. of superphospate.
9. The following is for the warm season mix:
a. All warm grass seed shall be debearded or conditioned by brushing to
create a product nearly the same as debearding. This does not apply to
Switchgrass.
b. Disc two times to break-up crop residue and dirt clods prior to seeding.
C. Pack soil to create a firm seedbed with a cultipacker or roller.
d. If a rain shower should fall after the seedbed is prepared but before
planting break-up any crust formation.
e. Seeding shall be installed to a depth of 3/4" utilizing a rangeland drill or
conventional grass drills. It is extremely important that seed not be
planted deeper than ''/z" depth. Do not disc or harrow after seeding. This
will put the seed too deep. A Brillion seeder will be acceptable.
SC-15

10. Seed in accordance with the following schedule and application rates:
Wetland Areas
Dates Types Rate
Apr. I -Jul. 15 Warm Season Mix
Switchgrass, Cave-in-rock, Alamo 8pls #/acre or
4 oz./ 1000 s.f.
Smartweed 2 bulk #/acre or
1 oz./1000 s.f.
and Japanese Millet or 20 lb/acre or
Sorghum Sudan Grass Hybrids 'h lbs/1000 s.f.
(Mow prior to maturity)
Jul 16 -Sept. 1 Temporary crop of Japanese Millet or 20 lb/ acre or
Sorghum Sudan Grass Hybrids '/2 Ibs/1000 s.f.
(To be followed by permanent mixture)
Sept. 2 - Nov. 1 Cool Season Mix
Reed Canary Grass 12 bulk #/acre or
6 oz./1000 s.f.
Smartweed 2 bulk #/acre or
1 oz./1000 s.f.
Nov. 1- March 31 Temporary Crop of Wheat 40 lbs/acre
(To be followed by permanent mixture
11. Contractor shall be required to provide a permanent mixture according to the
schedule.
12. Temporary crops must be incorporated prior to seeding of permanent mixtures.
13. Cover crops or temporary crops must be mowed at proper time to prevent seed heads
from maturing. Wheat may be harvested.
14. Grass mix and temporary covers shall be mulched with straw applied at the rate of 75
lbs to 100 lbs/1000 s.f.. Use clean Wheat Straw.
15. If hydroseeded use Virgin Paper Mulch only.
Note:
Seed and additional information for the wetland mix as well as for other grass areas
my be purchased from, but not limited to:
Sharp Brothers Seed Company
Route 4, Box 237 A
Clinton, Missouri 64735
Phone [phone]
Contact: Jef Hodges
16. Yards and Golf Course lawn areas shall be returned to existing conditions and grass
mixtures.
17. Wetlands crossings shall be covered with "Terra Jute" erosion control netting or
equal installed per manufactures directions:
SC-16
t

Local Distributor:
' Web Tee, Inc.
P.O. Box 240302
Charlotte, NC 28224
800-438-0027 or 704-552-6722
'
37. SPECIAL NOTICES & SCHEDULING OF WORK:
At least 48 hours prior to interruption of any utilities, flushing of existing water mains,
operation of valves in existing water mains, or connections to existing water main, notices
shall be given to the local newspaper and radio station. Notices shall include information on
the area affected, type of interruption or potential problem anticipated, and the anticipated
duration of the interruption or potential problem.
At least 48 hours prior to interruption of any utilities or preclusion of street or driveway
vehicular access, affected residents shall be notified by tagging doors with notices or
personally issuing appropriate notices.
I Construction shall be planned and scheduled so that all work shall be completed on one
street at a time. If more than one construction crew is employed, each crew may work on a
separate street, provided the crew and equipment are working full-time on each street. Before
the Contractor shall move to begin work on other streets, the work on the previous street shall
be completed, in total, including: pipe installation, service taps and service lines, manholes,
valves, fire hydrants, pavement replacement, cleanup, seeding, testing, etc. Failure of the
Contractor to totally complete work on any one street prior to commencing work on a
separate street shall be grounds for withholding payment to the Contractor.
Construction work shall be planned and scheduled to minimize interruption of access to
commercial establishments and residences in the work area.

H

SC-17

EQUIPMENT AND MATERIAL CHECKLIST

SECTION
NO.
EQUIPMENT
OR MATERIAL SHOP *
DRAWINGS
REQUIRED DRSHOP **
AWING
SUBMITTAL
DATE MFR'S
START-UP
SERVICES
REQUIRED SPARE
PARTS
REQUIRED O&M
MANUAL
REQUIRED
DS II, IV,
VIII Granular Backfill X
0270 Seed Mixture X
DS III Concrete Mix Design X
DSIV Bituminous Concrete Plant Mix X
DS II, IV Sewer Pipe X
DS II, IV Manholes and Appurtances X
DS VIII Waterline Pipe X
DS VIII Frames and Covers X
DS VIII Fire Hydrant Assemblies X
DS VIII Waterline Fittings and Valves X
DS X Bored Encasement Pipe X
DS VII Fence X
DS VI Rip Rap X
DS VI Filter Blanket Lining X
DS VI Fence Posts X
DS VI Filter Fabric X

For Items marked "LIST", a typed list of equipment, manufacturer and catalog number is acceptable.
For items marked "NAME", shop drawings not required if manufacturer named in Specifications; if
other than named, see requirements for Substitutes and "Or-Equal" Items, Paragraph 6.05 of General
Conditions. For all items, manufacturer's installation instructions as required under Section 01300
shall accompany the equipment or material when delivered to the Project Site, or when delivered and
suitably stored at another approved location.
** CONTRACTOR may use a copy of this form for the shop drawing schedule required by Paragraph
2.05.13 of the General Conditions and enter dates in this column for submittal of Shop Drawings to the
Engineer.
CL- I

SCHEDULE OF DRAWINGS
The City of Goldsboro expects to construct utility improvements under this contract as
covered by the following drawings, bearing the Title Reddy Branch Sanitary Sewer
Improvements, provided funds are available for the complete program. The City reserves
the right to take from and add to the list at its option.
Sheet No.
Cover Sheet 1
Standard Sanitary Sewer Installation Details 19; 21-24
Erosion and Sedimentation Control Details 20
Project Street
Number
New Hope Road
Hare Road
From
Reedy Branch
Creek
New Hope Road
To
± 2100 ft Southeast 5-8; 15-18
of Cuyler Best Road
± 3550 ft. Northeast 8-10
Tommys Road
± 4500 ft Southeast of 11-14
SR 1003
Cuyler Best Road New Hope Road
Reedy Branch New Hope Road
Creek
SD - 1
t 3700 ft Southeast 3-5

' SALESTAX
'
The following procedure in handling North Carolina Sales Tax is applicable to
this project. Contractors shall comply fully with the requirements outlined hereinafter, in
order that the Owner may recover the amount of the tax permitted under the law.
1. It shall be the Contractor's responsibility to furnish the Owner documentary
evidence showing the materials used and sales tax paid by the Contractor and each of his
Subcontractors.
2. The Contractor and each of its Subcontractors shall submit to the Owner as
documentary evidence all invoices for materials used on the project in addition to a
certified statement. The certified statement shall show the total purchases of materials
from each separate vendor, invoice number(s), and inclusive dates of such invoices.
' 3. Materials used from Contractor's or Subcontractor's warehouse stock shall be
shown in a certified statement at warehouse stock prices in addition to invoices for
materials utilized from warehouse stock.
4. The Contractor shall not be required to certify the Subcontractor's statements.
' 5. The documentary evidence to be furnished to owners eligible for sales or use
tax refunds covers sales and/or use taxes paid on building materials used by the
Contractors and Subcontractors in the performance of contracts with churches,
orphanages, hospitals not operated for profit, educational institutions not operated for
profit, and other charitable or religious institutions or organizations not operated for
profit and incorporated cities, towns, and counties in this State. The documentary
evidence is to be submitted to the above-named institution, organizations, and
governmental units to be included in claims for refunds to be prepared and submitted by
them to obtain refunds provided by G.C. 105-164.14 (2) and (3) of the 1961 Statute as
' amended, and is to include the purchases of building materials, supplies, fixtures, and
equipment which become a part of or annex to buildings or structures being erected,
altered, or repaired under contracts with such institutions, organizations, or governmental
units.
The Contractor's statements must not contain sales or use taxes paid on purchases
of tangible personal property purchased by Contractors for use in performing the contract
which does not annex to, affix to, or in some manner become a part of the building or
structure being erected, altered, or repaired for the governmental units or agencies
referred to in this Regulation.
The Contractor or Contractors to whom award is made on this project will be
required to follow the procedure outlined above.
ST-1

Bidders are reminded that a Sales Tax Report and invoices must be sent with each
request for payment. This report shall give the vendor's name, invoice number(s), total
amount(s), date of invoice(s), the amount of the 4% State tax and the 2% County tax
paid, and the County in which the purchase was made.
On any materials used which were purchased in counties not collecting the
additional 2% County tax, the Contractor shall pay this tax to the North Carolina
Department of Revenue, and shall include these payments in their certified statement to
the City.
6. Fiscal Year Sales Tax Certification. The City of Goldsboro prepares an
Annual Sales Tax Refund Report each fiscal year in accordance with North Carolina
General Statutes. The City of Goldsboro's fiscal year begins on July 1 and ends on June
30. Contractors shall submit a fiscal year sales tax certification to the City of Goldsboro
confirming that they have submitted all sales tax reports and invoices for the fiscal year
in accordance with these Sales Tax specifications after they receive written notification
from the City of Goldsboro. The Contractor shall submit the fiscal year sales tax
certification to the City of Goldsboro within 30 days of receipt of notification. No partial
payment shall be made to the Contractor until the fiscal year sales tax certification is
submitted to the City of Goldsboro. The amount of any sales tax refunds that the City of
Goldsboro does not receive due to the failure of the Contractor to comply with these
Sales Tax specifications shall be deducted from future payments due the Contractor.
ST-2
M M M M M i M M M M M M M M M M M M M
SALES TAX REPORT PROJECT OWNER:
CONTRACTOR: FOR PERIOD TO
CONTRACT # ESTIMATE #
ADDRESS A

r r ___
4-
- __---------_T_-.-.-_-.---_w---__-__-_-_- -------__
-------------------- --- r---_-------- ................
---------------------------.---_ r------------------- ........_....
..... _........
------
.
1 ?

L---------------------L------------ --------------- -? ----------------- -------------------/---------------- -----t------------- ----•----.------------ ------------ L---------------------------- ---------i
1
1
-------------------- ---- ----------------------------- --------------- -------------------- --------------------- ------------- --------- ----------------------- --------------------------- ---------
1 1`
1
1i 1L 1l 1
---------------- -------------
------- 1i,, 1
---------LL
------------------------yy
--------------------
------------------- --- i------------ -;---------------- -
h------
-
----------------
;
;
1
i ? ? ? ?
F----------------- --- ------------ -------------
-----------------+---------------- - ----------------------------------------- ----------------------------
------------------------
---------
1 ---------
1 1 1 1 1 1 1 j
1
------------------- 1
----
1
1 1
1 1
I
?
1 -------------------
1 I --------
1
1 1 1 1 1
1 1 1 I f 1
1
1
L.------------------- ----L------------ ---------------- 1---------------- L------------------- 1----------
1 I 1 1 1 1 1 I 1
-----------
-
--- -------------1---------------------------- ----------
?-------------------- ----------------- --------------------------------- ?-------------------T---------------
1 1 I ---T-------w----
1 ----
--
1 1 ?
1 1
1 1 1 1
I 1
--------------------------

---------
1 1 1
-------------------
being duly sworn, certifies that the foregoing statement of sales taxes
paid in connection with the referenced contract is true to the best of his or her knowledge and belief.
Signature
Title
Sworn to before me this day of , 20
My Commission expires 20-
NOTARY PUBLIC
ST-3

DETAIL SPECIFICATIONS
SECTION II
STORM SEWERS AND APPURTENANCES
71
1

n

2-1. DESCRIPTION
This section covers the furnishing of materials, labor, equipment, and
miscellaneous items necessary to install and construct storm sewers and appurtenances as
shown on the plans and where directed by the Engineer in accordance with these
specifications.
2-2. MATERIALS
All materials shall meet the following requirements as they may apply to the
particular material being used unless otherwise specified in the Special Conditions.
(a) Reinforced Concrete Pipe. Reinforced concrete pipe shall meet the
requirements of ASTM C76. Reinforced concrete arch pipe shall meet the requirements
of ASTM C506. The size, class, and wall thickness of the pipe shall be as shown on the
plans or called for in the Proposal. Concrete flared end sections shall be of a design
approved by the Engineer. All concrete flared end sections shall be reinforced and the
concrete used shall attain a strength of 3500 psi when tested in accordance with
AASHTO T23.
(b) Joint Material for Concrete Pipe. Flexible plastic joint material for concrete
pipe shall meet the requirements of AASHTO M 198 for Type B gaskets.
(c) Metal Castings. Construction castings shall be gray iron meeting the
requirements of ASTM A48 for Class 30 iron. Castings shall be constructed to the design
and dimensions shown on the plans. Castings shall be free from pouring faults,
sponginess, cracks, blow holes, and other defects, and they shall be cleaned of scale and
sand so as to present a smooth, clean, and uniform surface.
(d) Concrete for Footings. Portland cement shall conform to the requirements of
' ASTM C150 for Type I. Fine aggregate and coarse aggregate shall conform to the
requirements of ASTM C33 except for the gradation which shall be as follows:
1
fl
DS II-1

Fine Aggregate Coarse Aggregate
Sieve Designation Percent Passing Sieve Designation Percent Passing
No. 4 97-100 2'/2" 100
No. 8 80-100 2" 95-100
No. 30 25-75 1" 35-70
No. 50 10-30 ''/2" 10-30
No. 100 2-10 No.4 0-5
No. 200 0-4
Water shall be clean and free from salt, oil, or organic substance. The concrete shall be
proportioned in accordance with a design mix approved by the Engineer. The
proportions shall be based on laboratory determinations so that the mix will meet the
following requirements.
Minimum Compressive Strength at 28 days - 3000 lbs/sq inch.
Maximum Water-Cement Ratio - 6.2 gal/bag cement
Maximum Slump - 4 inches
Minimum Cement Content - 5.3 bags/cu yd.
The concrete shall be thoroughly and uniformly mixed by approved means. It
shall be placed and finished before the initial set has begun.
(e) Brick. Brick shall be new, solid, whole brick confirming to ASTM C32 Grade
MS or ASTM C55 Grade U-I or Grade U-II.
(f) Mortar. Mortar shall meet the requirements of ASTM C270 for mortar type
M. Retempering of mortar in which initial set has begun will not be allowed.
(g) Rip Rap. Stone for rip rap shall consist of field stone or rough unhewn quarry
stone. The stone shall be sound, tough, dense, resistant to the action of air and water, and
suitable in all other respects for the purpose intended. Where broken concrete from
demolished structures or pavement is available, it may be used in place of stone subject to
the approval of the Engineer. However, the use of broken concrete which contains
reinforcing steel will not be permitted. The stone or broken concrete shall be graded to
meet the following requirements:
Class 1 Rip Rap: Stone shall vary in weight from 5 to 200 pounds.
At least 30 percent of the total weight of the rip rap shall be in
individual pieces weighing a minimum of 60 pounds each. Not
more than 10 percent of the total weight of the rip rap may be in
individual pieces weighing less than 15 pounds each.
DS II-2

2-3. CONSTRUCTION REQUIREMENTS
It is intended that the construction described in this section shall be accomplished
by skilled workmen experienced in storm sewer installation.
(a) Unloading and Handling. All materials shall be unloaded and handled with
care. When any joint of pipe is damaged, the undamaged portion may be used where
partial lengths are needed. Materials shall be so stored as to insure the preservation of
their quality and fitness for the work. Damaged or unfit material shall be removed from
the project at once.
(b) Excavation and Foundation Preparation. The Contractor shall excavate
trenches to the required line and grade. All excavation shall be unclassified as to its
nature or composition and shall be included in the contract unit price for each item except
that Undercut Excavation shall be paid separately. The width of the trench at the top of
the pipe shall be no greater than is necessary to permit satisfactory jointing of the pipe
and tamping backfill material under and around the pipe. For installations using pipe
sizes under 54 inches in diameter or span, the width of the trench at the top of the pipe
shall not exceed the outside diameter or span plus 24 inches and for installation using
pipe sizes 54 inches or larger in diameter or span, the width of the trench at the top of the
pipe shall not exceed 1'/2 times the outside diameter or span of the pipe. Where bell and
spigot type pipe is used, recesses shall be excavated or receive the bells. Excavation for
catch basins, manholes, junction boxes, etc. shall be to the required grade. Excavation
shall not exceed that which is reasonably necessary to construct the particular structure.
Where the foundation material is found to be of extremely hard material, such as
' rock, the foundation shall be conditioned by excavating the trench 8 inches or % inch per
foot of height of fill over the top of the pipe, whichever is greater, and this depth of

f excavation shall be backfilled with number 57 stone or other suitable material and
thoroughly tamped
.
In the event that unstable conditions are found at the invert elevation and it is
found that dewatering or other similar measures will not prevent or cure this condition,
the Engineer may require that stabilizing material be placed in the ditch. Stabilization
material shall be number 57 stone, or other materials as directed by the Engineer, and
shall be placed in the trench in such quantities and manner as the Engineer may direct but
in no case less than 4 inches deep. Material used to bring the ditch bottom to uniform
grade after excess and faulty excavation will not be paid for. The Engineer may require
that stabilization material be placed at no cost to the Owner if the Contractor has not
taken sufficient action to dewater the trench.
When necessary and/or directed by the Engineer, the Contractor shall provide for
the temporary diversion of water in order to maintain foundations in a dry condition.
' (c) Laying Rigid Pipe: The pipe shall be carefully laid on the prepared foundation
starting at the downstream end, bell or groove end upgrade with the spigot or tongue fully

DS II-3
1
inserted. Each joint shall be checked for alignment and grade as the work proceeds.
Joints shall be sealed using flexible plastic joint material as specified above. The
inside of the bell or groove and the outside of spigot or tongue shall first be painted
uniformly and completely with a bituminous primer as recommended by the
manufacturer of the joint material. The joint material shall then be applied to the pipe at
the proper temperature. This may require heating in cold weather. After the joint
material is applied to the pipe, the pipe shall be carefully set in place such that the joint
shall be completely sealed.
(d) Laying Flexible Pipe: The pipe shall be carefully laid on the prepared
foundations starting at the downstream end. The pipe shall be handled with special care
to avoid damage to the coatings. Pipes with paved inverts shall be installed with the
paved inverts centered on the bottom.
The pipe sections shall be joined with coupling bands fully bolted. Coupling
bands shall provide circumferential and longitudinal strength sufficient to preserve the
alignment of the pipes, prevent separation of the sections, and prevent infiltration of
backfill material. The joints shall also be sufficiently tight to prevent excessive
exfiltration of water.
(e) Catch Basins, Manholes, Junction Boxes, etc.: After the foundation has been
prepared, concrete footings shall be formed and poured according to the dimensions
shown on the plans. The surface of the concrete shall be finished off smooth and level
such that the entire surface is covered with cement space. The concrete footing shall be
allowed to cure at least 24 hours prior to beginning masonry work. Concrete shall meet
the requirements given above in this section.
After the concrete footing has cured for at least 24 hours, masonry work may
begin. Brick shall be laid by the shove joint method with completely filled mortar joints
and all cavities shall be filled with mortar. When necessary to reduce the rate of
absorption, brick shall be dampened before use. Joints shall be %2 inch plus or minus 1/8
inch in thickness. Joints in exposed exterior surfaces shall be finished with a concave
joiner and all other joints shall be finished flush. Exposed exterior surfaces shall also be
cleaned of spilled mortar. Masonry shall be built plumb and true to the required
dimensions. It shall be bonded by constructing every third course as a header course. No
spalls or bats shall be used except for shaping around irregular openings or when
unavoidable to finish out a course in which case a full brick shall be placed at the corner
and the bat placed in the interior of the course.
Pipe connections shall be cut off flush with the inside wall of the drainage
structure and grouted as necessary to make smooth and uniform surfaces on the inside of
the structure.
Metal frames for grates and covers shall be set in full mortar beds to the line and
grade established by the Engineer. The masonry shall be given time to sufficiently set up
DS II-4

I before the frames are set so as to prevent any movement.
No masonry or concrete footings shall be placed when the temperature is below
40 F. Masonry or concrete which is less than 3 days old shall be protected from freezing.
(f) Laying Underdrain Pipe: The trench shall be excavated to the width and depth
shown on the plans or directed by the Engineer. The pipe shall be firmly joined together
by coupling bands or with a smooth sleeve type coupler or by other approved methods.
The pipe shall be laid with the perforated side down except when directed otherwise by
the Engineer. Subdrain fine aggregate shall be placed around the pipe as shown on the
plans. After the pipe has been laid, the backfill material shall be carefully placed so that
the pipe will not be disturbed. The backfill material shall be firmly tamped unless
permitted otherwise by the Engineer.
(g) Backfilling: Backfill material shall be free from cinders, ashes, refuse,
organic material, boulders, rocks, or other material which in the opinion of the Engineer
is unsuitable. When the type of backfill material is not specified, the excavated material
may be used provided it consists of clean earth, loam, clay, sand, or gravel which in the
opinion of the Engineer is satisfactory for backfill. Should there be a deficiency of
suitable backfill material, the Contractor shall furnish and place such additional material
as may be required. Material not needed for backfill shall be disposed of as directed by
the Engineer. Backfill material shall be placed carefully so as to not disturb or damage
pipes and structures. Backfill shall be placed around pipes by hand to completely fill all
spaces around the pipe. This material shall be thoroughly tamped to maximum density.
This procedure shall be followed until the backfill has been brought above the top of the
pipe for a height of one foot. After this point, backfill material may be placed by
machine in layers not to exceed 6 inches and compacted thoroughly. Backfill around
masonry structures shall be uniformly deposited on all sides simultaneously and tamped
thoroughly in such manner as to avoid injuring the structures or producing unequal
pressures on them. Backfill operations may begin immediately after placing pipes but
around masonry structures they shall be delayed until the masonry has cured at least 36
hours. All backfill areas shall be graded and maintained in such condition that erosion
and saturation will not damage the pipe bed or backfill. Heavy equipment shall not be
operated over any pipe until it has been properly backfilled with the minimum cover as
shown on the plans. Pipe which becomes misaligned, shows excessive settlement, or has
'
s expense.
been otherwise damaged shall be removed and replaced at the Contractor
(h) Plugging Pipe: Plugging of existing pipe to be abandoned shall be as shown
on the plans or directed by the Engineer. Plugging shall be accomplished by using brick
masonry at least 8 inches in thickness. Masonry shall be placed on the interior of the pipe
with masonry units laid with full bed and head joints. All voids shall be filled with
mortar. No direct payment shall be made for plugging pipe. The Contractor will absorb
the cost of plugging pipe in his price for the various sizes of pipe.
(i) Maintaining and Cleaning Out Pipe: The Contractor shall maintain all
installations in a condition such that they will function continuously from the time the

DS II-5

pipe is installed until the project is accepted. Should any section be filled entirely or
partially, it shall be thoroughly cleaned before acceptance.
0) Rip Rap: Rip rap materials shall be placed by hand or other methods approved
by the Engineer to the lines and grades shown on the plans or as directed by the Engineer.
The minimum thickness shall be as shown on the plans or called for in the Proposal. The
stone shall be graded so that the smaller stones are uniformly distributed throughout the
mass. The stones shall be arranged with the minimum practical space between them such
that when completed the rip rap forms a dense, neat layer of stone.
(k) Dressing Up: After completing the installations, all construction areas shall be
graded as directed by the Engineer and all debris shall be collected and removed from the
site.
24. WEATHER AND SEASONAL LIMITATIONS
No construction shall be performed during rain which might saturate the
foundation. Should rain saturate the foundation due to the Contractor's failure to prevent
same, the Contractor shall be responsible for undercutting the wet foundation and
backfilling with suitable dry material. No masonry work shall be performed unless the
air temperature in the shade away from artificial heat is at least 40 F.
2-5. METHOD OF MEASUREMENT
Measure of work performed under this section shall be as follows:
(a) For reinforced concrete pipe, the actual number of linear feet measured by the
joint of the various types, sizes, and classes of pipe installed complete in place and
accepted.
(b) For reinforced concrete flared end sections, the actual number of pieces of
each size installed complete in place and accepted.
(c) Manholes may be brick or concrete block masonry or precast concrete as
specified in the detail drawings and detail specifications. If the Contractor chooses to use
precast concrete, he shall assume responsibility for adjustments which may be necessary
due to changes in grade or conflicts with unknown utilities. Measurement of work for
manholes will be by the vertical foot measured from the lowest invert to the top of the
concrete or brick structure. The unit price per vertical foot shall include furnishing and
installing manhole steps, rings and covers, and the construction of inverts.
(d) Measurement of work for catch basins will be per each structure. Payment
will be based on the size of the catch basin as shown under the appropriate unit prices in
the Proposal. The unit price per each shall include furnishing and installing steps, frames,
DS II-6
I
I grates, backs, and the construction of inverts as shown on the plans or as directed by the
Engineer.
(e) For reinforcing foundations, by the cubic yard of undercut excavation as
determined by the Engineer.
(f) For rip rap, the actual number of tons of rip rap material used when quarry
stone is used and the actual number of square yards of rip rap measured along the surface
for the thickness shown on the plans when broken concrete is used.
(g) Measurement of approved stabilization material shall be on a cubic yard basis
with 2700 pounds per cubic yard being used to convert weight measure to volumetric
measures. Volumes will be determined by the depth of bed authorized, the allowed
trench width, and the length of the ditch authorized by the Engineer. The Contractor
shall carefully record the quantities of stabilization materials used, and it shall be his
responsibility to notify the Engineer at the end of each day of the quantities; however, the
Engineer shall be the sole judge as to whether material deposited is a "Pay Item".

(h) Removal of existing catch basins, junction boxes, or manholes shall be at the
contract unit price as specified. The contract unit price shall include removal, hauling
away, and proper disposal of existing structures.
1 2-6. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above.
Such payments shall be full compensation for all work covered by this section
including but not limited to furnishing, hauling, and placing pipe and furnishing all
materials, equipment, and labor for excavation, backfilling, disposal of surplus materials,
removal of existing pipe to be replaced, cleaning out pipe, and other incidentals necessary
to complete the work.

A

DS II-7

w
or uncrushed gravel, or other inert material having similar characteristics. It shall be
composed of clean, tough, durable fragments free from organic matter or other
deleterious materials. That portion of the coarse aggregate retained on the No. 4 sieve
shall contain at least 60 percent by weight of crushed pieces having one or more fractured
faces. Coarse aggregate shall contain not more than 20 percent of flat or elongated pieces
determined by particle count. Flat pieces are those having a width to thickness ratio
greater than 4. Elongated pieces are those having a length to thickness ratio greater than
5. The maximum weighted average loss shall be 15 percent when subjected to 5 cycles
of the soundness test, AASHTO T104, using sodium sulfate. Coarse aggregate shall have
a maximum percentage of wear of 55 percent as determined in accordance with
AASHTO T96. The maximum percentage by weight of clay lumps shall be 0.3 percent
when tested in accordance with AASHTO T112. s.
(c) Fine Aggregate: Fine aggregate shall be well graded from coarse to fine and
consist of natural sand and stone screenings. It shall be composed of rough surfaces and
angular grains of quartz or other hard durable rock and shall be clean and free from lumps
of clay, loam, roots, or other foreign matter. Fine aggregate containing sticks, roots,
trash, or other unsatisfactory material shall be cleaned before being placed in the cold
feeder at the asphalt plant. Sand shall be from approved pits and shall contain not more
than 0.3 percent clay lumps by weight when tested in accordance with AASHTO TI 12.
Sand contaminated by industrial wastes shall not be.used. Stone screenings shall be
produced from stone having a maximum percent of wear of 55 percent when tested in
accordance with AASHTO T96 using test grading A. The maximum weighted average
loss shall be 15 percent for stone screenings when subjected to 5 cycles of the soundness
test, AASHTO T104, using sodium sulfate. Stone screenings shall be so graded that no
more than 20 percent by weight will pass the No. 200 sieve. The total natural sand or
sands in the mixture will be tested in accordance with AASHTO TI I to determine the
amount of material which can be washed through the No. 200 sieve. The total amount of
such washed material shall not exceed 8 percent by weight of the total aggregate in the
mixture or, for type I-2 mixture, 8 percent by weight of the total natural sand in the
mixture. The above test will be performed prior to establishing the design mix and, when
deemed necessary by the Engineer, prior to the entry of the sand into the dryer.
(d) Mineral Filler: Mineral filler shall consist of limestone dust, dolomite dust,
portland cement, or other inert mineral matter which has been approved by the Engineer.
It shall be free from foreign or other objectionable material and shall exhibit a plasticity
index of not more than 5 when tested in accordance with AASHTO T90. It shall be dry
and free from lumps. When fly ash is used, the loss on ignition shall not exceed 10
percent by weight of the fly ash.
Mineral filler shall meet the following grading requirements when tested in
accordance with AASHTO T37:
DS IV-2 l
i

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Sieve Designation Percent Passing by Weig_ht,
No. 30 100
No. 80 95 - 100
No. 200 65 - 100
(e) Job Mix Formulas: Asphalt cement, coarse aggregate, fine aggregate, and
mineral filler shall be mixed in such proportions that the resulting mixture meets the
requirements of the job mix formula for the type mix being produced. Aggregate which
will not produce a job mix within the allowable tolerances shall not be used. The
Contractor shall submit a job mix formula within the design limits below to the Engineer
for approval. Once a job mix formula has been approved, the Contractor shall not change
the source of any material without the specific written approval of the Engineer.
(1) Design Limits: The job mix formula shall conform to the following design
limits for the particular type mix.
DESIGN LIMITS
Mix Type HB Base H Binder 1-2 Surface
Sieve Designation Percent Passing by Weight
2" 100 --
1 %2 90 - 100 100 --
3/4" 60- 85 90 - 100 100
'/2" -- 67- 88 96- 100
3/8" -- -- 90 - 100
No. 4 25- 50 -- 70- 95
No. 8 20- 40 25- 45 55- 75
No. 40 -- -- 15- 45
No. 80 -- -- 7- 22
No. 200 0- 6 1- 7 3- 9
Asphalt Content % 3.0-6.0 3.5-6.5 4.5-8.5
Temperature Range 250 F - 300 F
DS IV-3
Scales for weighing aggregates may be either of the beam or springless dial type,
of approved make and sensitive to %2 of 1 percent of the maximum load that may be
required. Beam scales shall be equipped with multiple weigh beams for each separate
material weighed and for weigh box tare. They shall be balanced on knife edges and
fulcrums and be constructed in such manner as to remain in alignment and adjustment.
Dial scales shall be of standard make, or proper capacity. Size shall be such that
numerals on the dial can easily be read. Construction shall be substantial and not subject
to frequent adjustments. They shall be located in plain view of the operator.
Scales for weighing asphalt cement shall be as specified for aggregate scales
except that beam scales shall be equipped with a tare beam and a full capacity beam.
Graduations shall not be of greater value than 2 pounds. Dial scales shall read to the
nearest pound. The Contractor will provide, at all times, the necessary devices and
weights for frequent testing.
Asphalt weigh buckets shall have a capacity of 12 percent of the maximum
capacity of the mixer, and it shall be supported on fulcrums and knife edges in the same
manner as the weigh box. Type must be approved by the Engineer.
Tanks for heating bituminous materials shall be equipped with steam coils
designed to insure uniform heating of the entire contents with positive control of
temperatures. The bituminous circulating system shall be of adequate size to provide for
the continuous circulation of such material at all times.
Storage bins shall be provided for each size of aggregate above No. 4 and one bin
for aggregate of a size to pass No. 4. Dry storage for mineral filler shall be provided
separately. Provisions shall be made for adequately weighing all filler or dust.
A dial scale, mercury activated thermometer, and an electric pyrometer shall be
installed to register the temperature of the heated aggregates. This shall be in the view of
the employee controlling the temperatures.
The mixer shall be a batch mixer of a standard twin pug mill type, steam jacketed,
equipped with sufficient blades and set in proper order to produce satisfactory batches.
(b) Preparation of Mixture: Asphalt cement shall be heated to a temperature of
between 250 F and 350 F.
The aggregate shall be heated in dryers heretofore described to a temperature
between 250 F and 350 F. The dried aggregate, prepared as stated herein, shall be
combined in uniform batches by weighing and conveying into the mixer the amounts of
each aggregate required. Hot asphalt cement in the specified quantity shall not be added
until all aggregate, including filler, shall have been thoroughly mixed. After addition of
asphalt cement, the mixing shall be continued for at least 45 seconds and additional time
DS IV-6

if required for production of a homogeneous mixture. Each batch shall be kept separate
throughout the mixing operations. After mixing, the product shall, when discharged, be
at a temperature not less than 250 F nor more than 300 F.
4-4. TRANSPORTING MIXTURE
Vehicles used for hauling the mixture from the plant shall have tight, clean,
smooth metal beds. The inside surface of the bodies shall be sprayed with a suitable oil
to prevent the mixture from adhering to the surface. Each vehicle shall be covered with a
canvas or other suitable material. Loads shall not be mixed or sent from the plant if
laying and compacting cannot be completed during daylight hours. The mixture shall be
delivered at a temperature between 250 F and 300 F.
A ticket shall accompany each truck from the plant to the job site to be given to
the Engineer or his representative. Each ticket shall meet the following requirements.
(a) It shall show the date and time of departure from the plant.
(b) It shall show the name of the firm producing the mix.
(c) It shall show the contract number.
(d) It shall show the type mix.
(e) It shall show the following weights:
-Gross weight of truck and asphalt mix.
- Tare weight of truck.
- Net weight of asphalt mix.
- Cumulative weight of asphalt mix for that day.
(f) Tickets shall be numbered consecutively for each day's operation.
' 4-5. SPREADING AND FINISHING
The bituminous mixture shall be spread and struck off to the required grades,
cross-sections, and thickness by self-contained power-propelled pavers equipped with an
activated screed or strike-off assembly. A paving machine shall be used on straight runs
of pavement. Finishing by hand will only be allowed on areas where it is impracticable
to use a machine. Paving machines shall be operated at forward speeds consistent with
satisfactory laying of the mixture. Should unevenness of texture, tearing, or shoving
occur during the paving operation, the Contractor shall immediately take appropriate
action to correct the problem and the unsatisfactory work.
The mixture from the plant shall be dumped from trucks directly into the hopper
of the paving machine. The gauge shall be such that after compaction, the depth
specified on the plans will be attained. After initial compaction, straight edging shall be
carried out and all areas not conforming to true grade and crown shall be patched or
otherwise corrected.

DS IV-7

4-6. COMPACTING MIXTURE
As soon as practical after the mixture has been placed and while the mixture is
still workable, it shall be uniformly and thoroughly compacted to the relative densities
called for in the materials section.
Rollers used to compact the mixture shall be in good condition, capable of
reversing without backlash. The rollers shall be operated with the drive wheels nearest
the paver and at speeds slow enough to avoid displacement of the mixture. Steel wheel
rollers shall be equipped with wetting devices to prevent the mixture from sticking to the
roller wheels.
The first rolling shall be done with a steel wheel roller followed by a self-
propelled pneumatic-tired roller followed by a steel-wheeled roller. Rolling shall be
continued until the mixture is thoroughly compacted and the surface is smooth and free
from roller marks. Rolling shall begin at the sides and proceed longitudinally toward the
center, overlapping on successive trips by at least one-half the roller width. When paving
adjacent to a previously placed lane, the longitudinal joint shall be rolled first allowing
the roller to extend 8 to 12 inches onto the newly laid mixture. Regular rolling
procedures shall then follow.
Adjacent to headers, curbs, and other places inaccessible to rollers, hand tamps,
and sealing irons shall be used to secure proper joints.
Steel wheel rollers shall be tandem type and size not less than 6 tons nor more
than 10 tons and weighing not less than 200 pounds to the inch width of tread.
4-7. JOINTS
At the end of a work period or where undue delays are occurring, the Contractor
shall construct a slope wedge ahead of the end of the full depth pavement. Before paving
operations are resumed, the Contractor shall remove the sloped wedge and cut back to the
point of full pavement depth. The exposed edge shall then be given a light application of
tack coat. When laying of the mixture is resumed, the joint construction shall be
completed while the mixture is still workable.
When constructing new pavement adjacent to an existing old pavement, the
Contractor shall cut back the existing pavement to full depth. This shall be accomplished
by sawing the tie-in joint in a straight line by methods approved by the Engineer. The
sawed joint shall then be given a light application of tack coat. When laying of the
mixture is resumed, the joint construction shall be completed while the mixture is
workable.
DS IV-8

grates, backs, and the construction of inverts as shown on the plans or as directed by the
Engineer.
. (e) For reinforcing foundations, by the cubic yard of undercut excavation as
determined by the Engineer.
(f) For rip rap, the actual number of tons of rip rap material used when quarry
stone is used and the actual number of square yards of rip rap measured along the surface
for the thickness shown on the plans when broken concrete is used.
(g) Measurement of approved stabilization material shall be on a cubic yard basis
with 2700 pounds per cubic yard being used to convert weight measure to volumetric
measures. Volumes will be determined by the depth of bed authorized, the allowed
trench width, and the length of the ditch authorized by the Engineer. The Contractor
shall carefully record the quantities of stabilization materials used, and it shall be his
responsibility to notify the Engineer at the end of each day of the quantities; however, the
Engineer shall be the sole judge as to whether material deposited is a "Pay Item".
h
h
ll b
h
oles s
a
e at t
e
(h) Removal of existing catch basins, junction boxes, or man
contract unit price as specified. The contract unit price shall include removal, hauling
away, and proper disposal of existing structures.
1 2-6. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above.
Such payments shall be full compensation for all work covered by this section
including but not limited to furnishing, hauling, and placing pipe and furnishing all
materials, equipment, and labor for excavation, backfilling, disposal of surplus materials,
removal of existing pipe to be replaced, cleaning out pipe, and other incidentals necessary
to complete the work.
1

DS II-7

I DETAIL SPECIFICATIONS
I SECTION III
CONCRETE CURB AND GUTTER, SIDEWALKS, AND DRIVEWAYS
3-1. DESCRIPTION
This section covers the furnishing of materials, labor, equipment, and accessories
for the construction of concrete curb and gutter, curb, gutter, sidewalks, driveways, and
other related items as shown on the plans and where directed by the Engineer.
3-2. MATERIALS
All materials shall meet the following requirements as they may apply to the
particular material being used unless otherwise specified in the Special Conditions.
(a) Cement: Portland cement shall be of a standard brand and shall conform to
the requirements of ASTM C150, except as hereinafter stated. One bag of cement shall
be considered as weighing 94 pounds. Type I shall be used unless high early cement is
specified in which event Type III shall be used. For Type I the maximum amount of
tricalcium silicate shall be 60 percent.
Air-entraining portland cement shall not be used.
Cement may be shipped either in paper or cloth sacks. Each sack shall have the
brand and name of manufacture plainly marked on the outside. Shipments shall be
segregated by car lot for identification. Cement may also be shipped by carload in bulk.
Where carload lots are used, a certificate of compliance with the specifications shall be
issued from an approved testing laboratory and submitted to the Engineer prior to use of
such cement on the job.
Cement shall be fully protected from contamination or damage during handling
and storage. Cement which has been damaged, which is partially set, or which is lumpy
or caked shall not be used.
(b) Fine Aggregate: Fine aggregate shall consist of natural sand or manufactured
sand having clean, durable, hard, uncoated particles. It shall be free from dirt, trash, or
other foreign material. The source shall be approved by the Engineer.
1

DS III-1

Fine aggregate shall be graded from coarse to fine within the following limits:
U.S. Standard
Square Opening Sieve
Percent of Total
By Weight Passing
Min. Max.
No. 4
No. 8
No. 30
No. 50
No. 100
No. 200 (by washing)
97 100
80 100
25 75
10 30
2 10
0 4
Fine aggregate shall have a fineness modulus of 2.35 to 2.45. Blending fine
aggregate shall be permitted provided the blend meets all the requirements for fine
aggregate.
When subjected to 5 cycles of the soundness test, AASHTO T104 using sodium
sulfate, the weighed average loss shall not be more than 15 percent. Not more than 0.5
percent by weight of clay lumps, as determined by AASHTO Tl 12, shall be allowed.
Not more than 1.0 percent by particle count of soft, friable particles, as determined by
ASTM C142, shall be allowed. When tested in accordance with AASHTO T21, fine
aggregate shall show a color not darker than standard. When tested for mortar strength in
accordance with AASHTO T71, mortar made with the fine aggregate shall have a tensile
strength at 3 days for Type III or at 7 days for Type I, not less than 95 percent of that
developed by mortar having the same water-cement ratio and consistency made of the
same cement and graded Ottawa sand having a fineness modulus of 2.40 plus or minus
0.05.
Fine aggregate shall be stored on a well drained site which has been cleared,
grubbed, and cleaned. Stockpiles shall be built up so as to prevent segregation of large
and small particles.
(c) Coarse Aggregate: Coarse aggregate shall consist of crushed stone or gravel.
It shall be washed to remove clay, loam, and dust. At his discretion, the Engineer may
waive the washing requirement for stone having a loss of not more than 30 percent when
tested in accordance with AASHTO T96. Coarse aggregate shall be free from dirt, trash,
and other foreign material.
DS III-2

I Coarse aggregate shall be graded from coarse to fine within the following limits:
Passing Square' Percent
Opening Sieve By Weight
1'/z inch 100
1 inch 90 -100
%2 inch 25- 60
No. 4 0- 10
No. 8 0- 3
When subjected to 5 cycles of the soundness test, AASHTO T104 using sodium
sulfate, the weighed average loss shall not be more than 15 percent. Not more than 0.2
percent by weight of clay lumps, as determined by AASHTO T112, shall be allowed.
Not more than 3.0 percent by weight of soft, friable, partially disintegrated particles, as
determined by ASTM C142, shall be allowed. Not more than 0.5 percent by weight shall
be finer than the No. 200 sieve. Not more than 10.0 percent by particle count shall be flat
or elongated pieces. When tested in accordance with AASHTO T96, coarse aggregate
shall not show a wear of more than 55 percent.
Stockpile sites shall be cleared, grubbed, cleaned, and drained before use.
Stockpiles shall be constructed in layers not exceeding 3 feet in height and material shall
be deposited in such manner as to prevent segregation of materials. Each type aggregate
shall be placed in a separate stockpile.
(d) Water: Water shall be clean and free from salt, oil, or organic substances.
Laboratory tests shall be made to determine suitability of any water for use in concrete
unless same is secured from a City water supply after filtration.
1

r

(e) Admixtures: No admixtures other than approved air entraining agents shall be
used without the expressed permission of the Engineer. Where conditions indicate that a
set retarding admixture would be advantageous, the Engineer may approve the use of a
suitable one. When permitted by the Engineer, calcium chloride may be used as a set
accelerating agent in proportions not to exceed 2 pounds per bag of cement. Calcium
chloride shall not be used where the concrete will be in contact with metal or when the
temperature of the air or the concrete is greater than 70 F. Cold weather protection shall
be provided for concrete containing calcium chloride in the same manner as is provided
for concrete without calcium chloride.
(f) Air Entrainment: Unless otherwise indicated on the plans on in the Special
Conditions, concrete shall be air entrained by an approved air entraining agent meeting
the requirements of ASTM C260. It shall be added to the fine aggregate at the time of
batching or dispensed along with the mixing water. The air content of the freshly mixed
concrete shall be 5.0 percent plus or minus 1.0 percent expressed as a percent of the
volume of the concrete.
DS III-3

3-3. CONCRETE PROPORTIONING
Concrete shall be proportioned in accordance with a design mix approved by the
Engineer. The Contractor shall submit a mix design from an approved testing laboratory
and receive written approval from the Engineer prior to beginning the production of
concrete. The proportions will be based on laboratory determinations so that the mix will
meet the following requirements:
Minimum Compressive Strength at 28 Days - 30001bs/sq inch
Maximum Water-Cement Ratio - 6.2 gallbag cement
Maximum Slump - 4 inches
Minimum Cement Content - 5.3 bags/cu yd.
Mix proportions shall be based on the minimum cement content if the required
slump can be obtained without exceeding the maximum allowable water-cement ratio. If
the required slump cannot be obtained at the minimum cement content with the
maximum allowable water-cement ratio, the cement content shall be increased by
whatever amount is required to produce the required slump without exceeding the
allowable water-cement ratio. The slump shall be kept to a minimum consistent with
keeping a workable mixture but in no case shall it exceed 4 inches.
11
After a mix design has been approved by the Engineer, it shall not be changed so
long as materials of the same characteristics are used. If the Contractor proposes to use a
different type material, he shall submit a revised mix design and receive the Engineer's
written approval prior to using the new material.
3-4. CONCRETE MIXING
Concrete shall be batched by an approved batching plant. The plant shall be
equipped with scales and such other devices as necessary to batch the materials within the
following tolerances of the required weights: cement ±l percent; aggregate ±2 percent;
water ±l percent; admixtures f3 percent. Any water added with the admixtures shall be
considered as mixing water. Admixtures shall be added in such a manner that they will
not come in contact in concentrated form.
Mixers may be stationary mixers or truck mixers. Each mixer shall have attached
a metal plate or plates on which is plainly marked the mixing speed of the drum or
paddles and the maximum capacity of the drum or container in terms of volume of mixed
concrete. On truck mixers, the manufacturer's recommended agitating and mixing speeds
shall also be shown. Stationary mixers shall be equipped with an acceptable timing
device that will not permit the batch to be discharged until the specified mixing time has
elapsed. Truck mixers shall be equipped with counters to readily verify the number of
revolutions of the drum or blades. The counters shall be actuated at the time of starting
mixing at mixing speed. Mixers shall be examined periodically for general mechanical
DS III-4 1

1 condition to ensure their proper operation. Mixers shall be capable of combining the
materials into a thoroughly mixed and uniform mixture and of discharging the concrete
uniformly. The length of mixing time shall be that specified by the manufacturer of the
mixer unless otherwise specified by the Engineer. Mixing shall not exceed the time
necessary to obtain satisfactory mixing.

3-5. ELAPSED TIME FOR PLACING CONCRETE
Concrete shall be placed before the elapsed time between adding the mixing water
to the mix and placing the concrete in the forms exceeds that set forth in the following
table. Concrete not placed within the time period as shown in the table shall be rejected.
Any concrete which shows initial set within the following period shall also be rejected.
Air or Concrete Maximum Elapsed Time
Temperature No Retarding Retarding
(Whichever is Higher) Admixture Used Admixture Used

90 F or above 30 Minutes 1 Hour 15 Minutes
80 F through 89 F 45 Minutes 1 Hour 30 Minutes
79 F or below 60 Minutes 1 Hour 45 Minutes
3-6. CONSTRUCTION REQUIREMENTS
It is intended that the construction described in this section be accomplished by
skilled workmen. Strict adherence to these specifications shall be demanded and any
work other than such will not be acceptable.
(a) Forms: Steel forms shall be used throughout the work except for short, odd
length sections. Forms shall be kept in good condition at all times. Any forms which
have become out of shape or otherwise unsuitable shall be removed from the work.
Forms shall be of such section and design that they will adequately support the concrete
and any construction equipment used in the work. Form sections shall be provided with
interlocking joints to ensure that the forms are tightly joined together free from
movement. Forms shall be held in place by metal pins, not less than 18 inches in length,
with fastenings of metal and wedges to ensure a correct, rigid setting.
Forms shall be of the dimension required for the designated cross- section shown
on the plans. Built-up sections to attain the required depth will not be permitted. When
set up, the forms shall be set such that the deviation from true line and grade does not
exceed 1/8 inch.
L Dividing plates or templates made of steel with sufficient rigidity to prevent
warping or bending shall be used to form contraction joints as directed herein or by the
Engineer. These plates shall have the same shape and dimension as the cross-section
r DS III-5

shown on the plans for the particular item being constructed. They shall be connected to
the side forms by suitable means to hold them rigidly in place throughout the concreting
operation. They shall be set plumb and normal to the side forms as required.
After being removed from the set concrete, all forms shall be thoroughly cleaned,
oiled, and stored in a manner to maintain them in good condition.
(b) Slip-Forming Curbing Machine: Sidewalks and driveways shall be
constructed by using forms. Curb and gutter, curb, gutter, and related items shall
ordinarily be constructed by using forms. With the approval of the Engineer, the
Contractor may use a slip-form concrete curbing machine to place curb and gutter, curb,
or gutter. If a machine is used, a deduct shall be allowed as named in the Proposal. If, at
any time, the Engineer determines that the machine is not doing satisfactory work, the
machine shall be removed and the unsatisfactory work shall be repaired or replaced at the
Contractor's expense. Should the cause of the problem be remedied, the machine may be
put back in use. During the time the machine is not being used, the concreting operations
shall be done by using forms.
(c) Grading and Setting Forms: Grading shall be to grade and dimensions as
established by the Engineer. Excavation to an elevation slightly above finished subgrade
shall be completed prior to setting forms. The Contractor shall use every effort to
observe any possible misalignments in line or grade and will call such to the attention of
the Engineer promptly. The Contractor is cautioned that he shall be responsible for any
damage to utility lines caused by his negligence. After rough grading to any elevation
slightly above finished subgrade, the side forms shall be set to exact grade and secured.
The dividing plates shall then be inserted and trued up, followed by fine grading to exact
subgrade elevation by hand methods. Where required, face forms shall then be set. The
forms shall then be checked for conformity with true line and grade and any deviations in
excess of 1/8 inch shall be corrected. The Engineer or his representative shall then
inspect the forms and if approved, pouring operations may begin. The Contractor shall at
all times have at least 100 feet of forms set and fine grade completed ahead of pouring
operations.
Where unsuitable material is encountered, it shall be removed and replaced with
suitable material to the depth required to provide a stable subgrade.
Where required because of soft subgrade or where the subgrade is in a fill section,
the subgrade shall be tamped with suitable tamping machines until it has attained suitable
stability.
When the concrete will be machine placed, the subgrade shall be graded to the
required grade and compacted to the stability required to support the concrete and the
curbing machine. The subgrade shall be inspected and approved by the Engineer prior to
placing concrete.
DS III-6

(d) Placing Concrete: After the forms have been set and checked by the Engineer,
the concrete shall be placed in the forms. It shall be placed so as not to disturb the
concrete already in place and in such a manner as to require the minimum amount of
lateral movement. As the concrete is being placed, it shall be spaded thoroughly to
remove any voids and after the removal of the forms, no honeycomb shall be present.
Should any honeycombs be present, the Engineer shall determine if the concrete should
be replaced. If he decides that the honeycombs are of a minor nature they shall be filled
with mortar. No mortar shall be applied unless directed so by the Engineer.
Care shall be taken not to upset any forms during the concreting operations. Any
concrete showing misalignment due to form movement shall be removed and replaced
immediately.
(e) Finishing Concrete Surfaces and Tolerances for Same: After pouring the
concrete, the surface shall be struck off with a straight edge following by floating,
troweling, and edging. At the proper time, the surface shall be given a light broom finish.
All finishing shall be carefully done in a uniform manner by expert finishers. All
dividing lines, joints, and edges shall be finished by edging tools to make them sharp and
true. Any concrete which is not finished in a proper workman-like manner will not be
accepted. Finished surfaces shall not vary from the required line and grade by more than
1/4 inch in 10 feet.
(f) Curing Concrete: The entire surface of the concrete shall be sprayed
uniformly with a wax-free, resin-base curing compound meeting the requirements of
ASTM C309 immediately after the surface finishing is completed. Either clear or white
pigmented types may be used. The rate of coverage shall be that recommended by the
manufacturer but not less than one gallon per 150 square feet of surface. The compound
shall be thoroughly and uniformly mixed at the time of use. The treated surfaces shall be
protected for a 7 day curing period to prevent damage to the membrane. Should damage
occur during this period, the damaged area will be re-treated immediately.
All material, equipment, and labor necessary to promptly apply the curing
compound shall be on the site before any concrete is placed. Any concrete which is not
properly cured may be declared defective by the Engineer and shall be replaced at the
Contractor's expense.
(g) Backfilling and Dressing Up: Immediately after the forms have been
removed, earth backfill material shall be placed adjacent to the finished concrete and
smoothed off to prevent an accumulation of standing water and consequent subgrade
saturation in the event of rain. Any construction debris present shall be removed in order
to keep the site neat.

DS III-7

(h) Intersections and Driveways: At street intersections, curb and
gutter shall be constructed to a radius as shown on plans or designated by
the Engineer.
Where directed by the Engineer, the Contractor shall construct driveways.
Driveways shall conform to the typical section shown on the plans. Widths shall be as
staked on the ground or directed by the Engineer.
3-7. JOINTS
The Contractor shall construct joints as outlined below.
(a) Curb and Gutter; Curb; Gutter: Joints shall be formed by templates described
above. Joint spacing shall normally be 10 feet but shall not be less than 5 feet. Joints
shall not be sealed. Expansion joints shall be spaced at 90 foot intervals, and adjacent to
all rigid objects. Expansion joint filler shall meet the requirements of ASTM D1751 or
D 1752 and shall be 1 /2 inch in thickness.
(b) Sidewalks: The Contractor shall construct expansion joints at 50 foot intervals
and as shown on the plans. Expansion joints shall also be constructed adjacent to
driveways and any other existing rigid structures. Joint filler shall be '/z inch in thickness
and shall meet the requirements of ASTM D1751 or D1752. The filler material shall be
cut to exact size and placed properly so that the filler material is flush with the sidewalk.
Grooved contraction joints shall be constructed at 5 foot intervals unless directed
otherwise by the Engineer. When placing sidewalk adjacent to existing sidewalk, joints
shall be made to match.
(c) Driveways: The Contractor shall construct expansion joints between the curb
cut section and the driveway, between the new driveway and existing driveway sections,
and at 50 foot sections. Joint filler shall be the same as that used for sidewalk and shall
be placed in the same manner.
When the driveway crosses a sidewalk section, grooved contraction joints shall be
constructed transverse to the driveway in line with the edges of the sidewalks to delineate
that portion of the driveway which is also part of the sidewalk.
3-8. THICKNESS
Sidewalks shall be constructed to a uniform thickness of 4 inches except where
driveways occur. The section included in the driveway shall be the same thickness as the
driveway.
DS III-8

Driveways and gutters shall be constructed to a uniform thickness of 6 inches
unless directed otherwise by the Engineer.
Curb and curb and gutter shall be constructed to the dimensions shown on the
plans.
a
3-9. WEATHER AND SEASONAL LIMITATIONS
Concreting operations shall not be undertaken or continued when any of the
following conditions exist:
(a) When atmospheric temperature during the preceding 24 hours has not risen
above 40 F.
(b) When atmospheric temperature has not reached 40 F by 10 a.m.
(c) When the subgrade is frozen.
(d) When aggregate, either coarse or fine, contains frozen particles.
(e) When atmospheric temperature is falling and reaches 40 F.
(f) When local weather reports or conditions indicate the possibility of
temperatures of 32 F or lower within the ensuing 24 hours. Concrete less than 24 hours
old that may be subjected to temperatures of less than 32 F shall be protected by the
customary curing method, and in addition, a layer of not less than 12 inches of loose, dry
hay or straw, or other acceptable thermal insulation, shall be placed on the concrete and
retained in place until the required curing period is completed.
All temperatures referred to in this section will be considered to be temperature
taken at the actual location of the work in the shade and away from artificial heat.
No more concrete shall be laid than can be properly finished and covered during
daylight, unless adequate, artificial light satisfactory to the Engineer is provided.
3-10. METHOD OF MEASUREMENT
Measurement of work performed under this section shall be as follows:
(a) For curb, curb and gutter, the actual number of linear feet of each type of curb
or curb and gutter, which have been completed and accepted. Measurement shall be
along the flow line, straight run and around street intersections.

DS III-9

1
(b) For 6-inch gutter, by the square yard in place complete and accepted as
determined by the Engineer.
(c) For 4-inch sidewalk, by the square yard in place complete and accepted as
determined by the Engineer.
(d) For 6-inch driveway, by the square yard removed and replaced complete and
accepted as determined by the Engineer.
(e) For other related items, by the unit complete and accepted as shown on the
plans as determined by the Engineer.
3-11. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above. Such payments shall be full compensation for
all work covered by this section.
J
w

DS III-10

I DETAIL SPECIFICATIONS
SECTION IV
BITUMINOUS CONCRETE PLANT MIXES AND TACK COATS

4-1. DESCRIPTION

This section covers the furnishing of materials, labor, equipment, plant, and
accessories for the production, delivery, and placement of bituminous concrete base and
surface courses and the application of tack coats to existing bituminous or concrete
surfaces prior to the placement of bituminous plant mixes and other related items as
shown on the plans and where directed by the Engineer.
4-2. MATERIALS
All materials shall meet the following requirements as they may apply to the
particular material being used unless otherwise specified in the Special Conditions.
(a) Asphalt Cement: Asphalt cement for plant mixtures shall be made from
petroleum. It shall be homogeneous, free from water, and shall not foam when heated to
347 F. It shall meet the requirements of AASHTO M226 except as modified by the
following requirements:
Viscosity, 140 F, Poises 23000 ± 400
Viscosity, 275 F, Cs., Minimum 300
Penetration, 77 F, 100 g., 5 sec., minimum 60
Flash point, Cleveland Open Cup, 450
degrees F, minimum
Solubility in trichloroethylene, 99
percent, minimum
Viscosity, 140 F, Poises, maximum 10,000
(residue from Thin Film Oven Test)
Ductility, 77 F, 5 cm/min., cm., minimum 50
(residue from Thin Film Oven Test)
(b) Coarse Aggregate: Coarse aggregate shall consist of crushed stone, crushed
DS IV-1

or uncrushed gravel, or other inert material having similar characteristics. It shall be
composed of clean, tough, durable fragments free from organic matter or other
deleterious materials. That portion of the coarse aggregate retained on the No. 4 sieve
shall contain at least 60 percent by weight of crushed pieces having one or more fractured
faces. Coarse aggregate shall contain not more than 20 percent of flat or elongated pieces
determined by particle count. Flat pieces are those having a width to thickness ratio
greater than 4. Elongated pieces are those having a length to thickness ratio greater than
5. The maximum weighted average loss shall be 15 percent when subjected to 5 cycles
of the soundness test, AASHTO T104, using sodium sulfate. Coarse aggregate shall have
a maximum percentage of wear of 55 percent as determined in accordance with
AASHTO T96. The maximum percentage by weight of clay lumps shall be 0.3 percent
when tested in accordance with AASHTO T112.
(c) Fine Aggregate: Fine aggregate shall be well graded from coarse to fine and
consist of natural sand and stone screenings. It shall be composed of rough surfaces and
angular grains of quartz or other hard durable rock and shall be clean and free from lumps
of clay, loam, roots, or other foreign matter. Fine aggregate containing sticks, roots,
trash, or other unsatisfactory material shall be cleaned before being placed in the cold
feeder at the asphalt plant. Sand shall be from approved pits and shall contain not more
than 0.3 percent clay lumps by weight when tested in accordance with AASHTO Tl 12.
Sand contaminated by industrial wastes shall not be used. Stone screenings shall be
produced from stone having a maximum percent of wear of 55 percent when tested in
accordance with AASHTO T96 using test grading A. The maximum weighted average
loss shall be 15 percent for stone screenings when subjected to 5 cycles of the soundness
test, AASHTO T104, using sodium sulfate. Stone screenings shall be so graded that no
more than 20 percent by weight will pass the No. 200 sieve. The total natural sand or
sands in the mixture will be tested in accordance with AASHTO TI 1 to determine the
amount of material which can be washed through the No. 200 sieve. The total amount of
such washed material shall not exceed 8 percent by weight of the total aggregate in the
mixture or, for type I-2 mixture, 8 percent by weight of the total natural sand in the
mixture. The above test will be performed prior to establishing the design mix and, when
deemed necessary by the Engineer, prior to the entry of the sand into the dryer.
(d) Mineral Filler: Mineral filler shall consist of limestone dust, dolomite dust,
portland cement, or other inert mineral matter which has been approved by the Engineer
It shall be free from foreign or other objectionable material and shall exhibit a plasticity
index of not more than 5 when tested in accordance with AASHTO T90. It shall be dry
and free from lumps. When fly ash is used, the loss on ignition shall not exceed 10
percent by weight of the fly ash.
Mineral filler shall meet the following grading requirements when tested in
accordance with AASHTO T37:
DS IV-2

4-8. FINISHED SURFACE
The surface of the pavement after compaction shall be smooth and true to
establish crown and grade. Any portion found to be defective in finish, density, or
composition, or which does not comply in all respects to the requirements of the
specifications, shall be removed and replaced with suitable material, properly laid
according to specifications, at the Contractor's expense.

The finished surface shall be checked with a 10-foot straight-edge, applied
parallel to the center of the pavement. Any places that vary more than 1/4 inch from the
bottom of the straight-edge to the finished pavement surface shall be corrected or
removed and replaced as directed by the Engineer.
4
THICKNESS AND RATES OF APPLICATION
9
-
.
Bituminous plant mix shall be applied at the following rates, as applicable:
Thickness Rate
Inches (Pounds Per Square Yard)
1 105
1%2 155
2 210
3 320

4-10. TACK COAT
When bituminous plant mixes are to be placed on existing asphalt or concrete
surfaces, these surfaces will be treated with a tack coat meeting the requirements of the
materials section. The rate of application shall be 0.10 gallons per square yard. Contact
surfaces of headers, curbs, gutters, manholes, old pavement joints and like structures shall
be painted or sprayed with tack coat prior to placing the bituminous mixture adjacent to
such structures.
The existing surfaces to which tack coat is to be applied shall be cleaned of all
loose materials
dirt
and foreign material prior to placing the tack coat
,
.
,
No tack coat shall be applied without the permission of the Engineer and in all
cases, no more tack coat shall be applied than can be covered during the following day's
operations.
When the distributor is being operated, curb and gutter and other appurtenances
shall be protected to prevent tracking or splattering of tack coat by means of paper strips
DS IV-9
n
or other approved methods. These strips shall be laid, not only to protect the curb and
gutter, but to allow full coverage of the area to be treated. The Contractor shall be
responsible for clearing by appropriate methods any areas which are marred by tack coat.
The Contractor shall also remove any spillage which may occur, whether inside or
outside the area to be covered.
The tack coat shall be applied by a distributor capable of distributing the tack coat
at even head and proper temperature. It shall distribute the tack coat uniformly at
predetermined rates. The distributor shall be equipped with a hand hose for hand
application in areas that are inaccessible to the machine.
4-11. WEATHER AND SEASONAL LIMITATIONS
No bituminous plant mixture shall be produced or placed between December 1
and March 15, unless otherwise approved by the Engineer. Bituminous mixture shall not
be produced or placed during rainy weather, when the subgrade or base course is frozen
or shows any evidence of excess moisture, or when the moisture on the surface to be
paved would prevent proper bond, or when the air temperature is less than 40 F in the
shade away from artificial heat.
Tack coat shall not be applied when the surface to be treated is damp, or when the
weather is foggy, rainy, or threatening rain, or when the temperature is less than 40 F in
the shade away from artificial heat.
4-12. METHOD OF MEASUREMENT
Measurement of work performed under this section shall be as follows:
(a) For bituminous concrete plant mixes on the basis of the actual number of
square yards of type placed at the various rates which have been accepted.
(b) For sawing existing pavement, the actual number of linear feet of sawing
which has been done properly and as directed by the Engineer.
4-13. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above. Such payments shall be full compensation for
all work covered by this section.
No direct payment shall be made for tack coat. Payment for tack coat shall be
included in the contract unit prices for the various rates of application of the surface
courses.
DS IV-10

I

DETAIL SPECIFICATIONS
SECTION VI
CONTROL OF EROSION, SILTATION, AND POLLUTION

f

6-1. DESCRIPTION
This section covers the furnishing of materials, labor, and equipment necessary to
minimize erosion, siltation, and pollution on the project or projects covered by these
specifications.
6-1. GENERAL REQUIREMENTS
The Contractor shall take whatever measures are necessary to minimize soil
erosion and siltation, water pollution, and air pollution. The Contractor shall also comply
with the applicable regulations of all legally constituted authorities relating to pollution
prevention and control. The Contractor shall keep himself fully informed of all such
regulations which in any way affect the conduct of the work. In the event of conflict
between such regulations and the requirements of these specifications, the more
restrictive requirements shall apply.
Failure on the part of the Contractor to perform the necessary measures to control
erosion, siltation, and pollution will result in the Engineer notifying the Contractor to take
such measures. In the event that the Contractor fails to perform such measures within 24
hours after receipt of such notice, the Engineer may suspend the work with no extension
of contract time, or may proceed to have such measures performed by others at the
Contractor's expense, or both.
The Contractor's attention is directed to the project plans showing minimum
erosion and sedimentation control measures to be taken during the construction. Bidders
are further advised that all construction operations shall meet all requirements of the
Sedimentation Pollution Control Act of 1973 GC I I3A-54; that all work shall be subject
to review and inspection by the Land Quality Section, North Carolina Department of
Environment, Health, and Natural Resources (DEHNR); and that corrective action
relative to erosion and sedimentation control measures required by the DEHNR during
the course of the work shall be complied with even though such measures are not
described in detail in the project specifications or shown on the project plans.
The successful bidder shall schedule his construction activities so that erosion
problems will be minimized during the course of the work. Where land disturbing
activities occur, except under proposed pavements, the disturbed area shall be seeded and
mulched within 30 days of the disturbance or protected by other means. All erosion and
sedimentation structures or measures shall be cleaned, replaced, and maintained, etc. as
DS VI-1

required during the course of the work.
6-3. EROSION AND SILTATION CONTROL
The Contractor shall exercise every reasonable precaution throughout the life of the
project to prevent the eroding of soil and the silting of rivers, streams, lakes, reservoirs,
ditches, ground surfaces, or other property. Should any erosion or siltation occur, the
Contractor shall take immediate action to correct the situation. The Contractor shall
remove and properly dispose of any material washed into rivers, streams, lakes,
reservoirs, ditches, storm sewers, or other property. The Contractor shall be liable for
any damage to private or public property resulting from insufficient erosion and siltation
control measures.
Construction operations in rivers, streams, ditches, and water improvements shall
be restricted to those areas which must be entered for the performance of work shown on
the plans. Excavated materials shall not be deposited in rivers, streams, ditches, or
impoundments except that temporary earth dikes may be used when approved by the
Engineer, but such dikes shall be completely removed in such manner as to prevent
siltation. Frequent fording of flowing streams with equipment will not be permitted.
Temporary bridges or other structures shall be used wherever frequent stream crossings
are necessary.
Materials:
FILTER FABRIC
A. Woven polyester filter fabric for use with heavy rock overlay in rip
rap pads or as temporary silt fencing.
B. Conform to the requirements of NCDOT Section 1456 as follows:
1. Under rip rap - Type 2 Engineering Fabric.
2. Silt fencing - Type 3 Engineering Fabric, Class A or B.
FENCE POSTS
A. Wood posts: 3 to 4 inch diameter, 6 to 7 feet in length.
B. Steel posts: 5 feet in length, self-fastener angle steel type.
FIBER BLANKET LINING
A. Fiber matrix sewn between two photo-degradable nets.
B. Wire staples: No. 11 gage steel wire formed into a "U" shape, 6
inches long with 1 inch wide throat.
C. Manufacturer:
DS VI-2

L

1
1

t
1. North American Green.
2. Or equal.
STONE CHECK DAM MATERIAL
A. Crushed stone and/or crushed or uncrushed gravel.
B. Conform to NCDOT Class 1 or Class B erosion control stone as specified
in Section 1042, Table 1042-1.
RIP RAP
A. NCDOT, Section 1042-1, Plain rip rap, Class 1.
B. Filter Fabric: NCDOT, Section 1056-7, Type 2.
Installation:
TEMPORARY SILT FENCE
A. Install silt fence prior to start of construction activities.
B. Install fence along continuous linear alignments as shown on Drawings, and
down slope of all other disturbed areas on site, including borrow/stockpile
areas, which are outside the limits of disturbance as identified on the
Drawings.
C. Install fence at a location approximately 10 feet down slope of the proposed
limits of disturbance.
D. Dig a small trench (minimum 6" depth, 6" width) along the upstream side of
prescribed fence line location.
E. Roll the filter fence, position the posts along the downhill side of the trench,
and hammer posts at least 18 inches into the ground.
F. Lay the bottom 6 inches of fabric material into the trench and backfill.
Thoroughly compact trench backfill such that fabric is securely embedded
in trench.
DITCH STABILIZATION MATERIAL (FIBER BLANKET LINING)
A. Place immediately following seeding. Place material where noted on plans
or where a ditch is disturbed during construction. The RPR and contractor
will determine placement.
B. Preserve the required line, grade, and cross section of area covered.
DS VI-3

C. Unroll matting in the direction of the flow of water, and apply without
stretching.
D. Bury the up-channel end of each piece of lining material in a narrow trench
at least 5 inches deep and tamped firmly.
E. Overlap the down-channel end of the previous piece by 6 inches.
F. Place a line of staples at 6 inch spaces along 50 foot longitudinal intervals
along the ditch.
G. Place staples at 3 foot spaces along the tops and centerline of ditch.
TEMPORARY STONE CHECK DAMS
A. Conform to construction details on Drawings.
EROSION CONTROL SCHEDULE
A. Construct erosion control measures.
B. Contact OWNER for inspection and approval of the placement of erosion
control measures.
C. Complete clearing and grubbing operations.
D. Install pipelines and construct site improvements.
E. Complete final grading and re-vegetate all disturbed areas.
F. Immediately repair erosion control measures as necessary.
G. No erosion control measure shall be removed unless prior approval is
obtained by the OWNER.
H. After the work site is stabilized, remove all temporary measures and install
permanent vegetation on the disturbed areas.
1. Estimated time before final stabilization is 9 months.
MAINTENANCE AND REPAIR
A. Repair and maintain erosion control measures provided in fully operable
condition throughout the duration of the construction project, until they are
to be removed.
DS VI-4

( B. Check all erosion and sediment control practices for stability and operation
at least once a week, and following every rainfall that produces runoff.
Immediately make any needed repairs to maintain all measures as designed.
REMOVAL OF TEMPORARY EROSION CONTROL MEASURES
A. Verify with ENGINEER the most appropriate time for removal of specific
measures.
B. Excavate sediment collected behind control measures and load and transport
to an approved location for disposal. Replace topsoil which was stripped
and stockpiled when erosion control measures were installed. Re-grade all
affected areas to existing contours, and re-vegetate these areas; Follow
Section 02930.
I Temporary and permanent erosion control measures shall be provided as shown
on the plans or as directed by the Engineer. Temporary erosion control measures shall
include but not be limited to the use of temporary berms, dikes, drainage ditches, silt
basins, silt ditches, slope drains, structures, vegetation, mulches, mats, netting, gravel, or
other necessary methods. Temporary erosion control may include work outside the
right-of-way or construction limits.
The Engineer may limit the area over which excavation, embankment, and
grading operations are performed whenever the Contractor's operations are not effectively
minimizing erosion and/or siltation.

6-4. WATER AND AIR POLLUTION
The Contractor shall take every precaution throughout the life of the project to
prevent the pollution of rivers, streams, and water impoundments. Pollutants such as
chemicals, fuels, lubricants, bitumens, sewage, and other harmful waste shall not be
discharged into or alongside rivers, streams, or impoundments, or into natural or
manmade channels leading thereto. The Contractor shall also comply with all Federal,
State, and local water and air pollution laws.
1 6-5. PAYMENT
No direct payment shall be made for temporary erosion control measures as such
measures will be considered incidental to the work. Permanent erosion control measures
as shown on the plans or directed by the Engineer shall not be considered a separate pay
item but shall be absorbed in the lump sum bid of the Proposal.
I DS VI-5

FJ
I DETAIL SPECIFICATIONS
I SECTION VII
SANITARY SEWER AND APPURTENANCES

7-1. DESCRIPTION
This section covers the furnishing of materials, labor, equipment, and
miscellaneous items necessary to construct sanitary sewer and appurtenances as shown
on the plans and as specified herein, complete, tested, and ready for service.
7-2. MATERIALS
All sanitary sewer pipe shall be epoxy lined Ductile Iron Pipe (DIP) for 18"
diameter and greater. All sanitary sewer pipe 15" diameter and smaller shall be
Polyvinyl Chloride (PVC) and all 4-inch PVC shall be Schedule 40. All materials and
appurtenances shall meet the following minimum standard requirements therefore. It
shall be each manufacturer's responsibility to check the proposed installation and to
furnish material that will be fully capable of performing its intended function.
Pipe shall be of the type, size, class, and diameter as hereinafter specified and
called for by the Plans and/or Proposal. Pipe shall be ductile iron, ABS composite type,
polyvinyl chloride, or concrete.
Trench width for buried pipe design shall be considered as the outside diameter of
the pipe plus 2 feet at the bottom, and up to 1 foot above the top of the pipe.
Buried pipe shall be designed to withstand all internal pressures and external
loads with a minimum depth to cover of 3 feet, and greater depths of cover where
required by the Plans, plus an H-20 live load in accordance with AASHTO specifications.
(a) Ductile Iron Pipe: Ductile iron pipe shall be used for all sewer pipe 18-inches
and greater in diameter. Ductile iron pipe shall be Class 50 or as specified on the plans
and conform to AWWA C-151. Ductile iron and gray iron fittings shall conform to
AWWA C-110. Joints for ductile iron pipe and fittings shall conform to AWWA C-111.
Pipe shall have a bituminous coating on the outside and epoxy coating on the inside.
Interior Lining: Protecto 401 Ceramic Epoxy, or equal
1. All ductile pipe and fittings shall be delivered to the application facility
without asphalt,
cement lining, or any other lining on the interior surface and no coating
shall have been applied to the first six inches of the exterior of the spigot
ends.
DS VII-1
t
2. The material shall be an amine cured novalac epoxy containing at least
20% by volume of ceramic quartz pigment. Any request for substitution
must be accompanied by a successful history of lining pipe and fittings for
sewer service, a test report verifying the following properties, and a
certification of the test results.
a. A permeability rating of 0.00 when tested according to Method A of
ASTM E-96-66, Procedure A with a test duration of 30 days.
b. The following test must be run on coupons from factory lined
ductile iron pipe:
1.) ASTM B-117 Salt Spray (scribed panel) - Results to equal 0.0
undercutting after one year.
2.) ASTM G-95 Cathodic Disbondment 1.5 volts @ 77° F.
Results to equal no more than 0.5 mm undercutting after 30
days.
3.) Immersion Testing rated using ASTM D-714-87.
a. 20% Sulfuric Acid - No effect after one year.
b. 25% Sodium Hydroxide - No effect after one year.
c. 160° Distilled Water - No effect after one year.
d. 120° Tap Water (scribed panel) - 0.0 undercutting after
one year with no effect.
3. The lining shall be applied by a competent firm with a successful history
of applying linings to the interior of Ductile Iron pipe and fittings.
4. Prior to abrasive blasting, the entire area to receive the protective
compound shall be inspected for oil, grease, etc. Any areas where oil,
grease, or any substance which can be removed by solvent is present shall
be solvent cleaned using the guidelines outlined in DIPRA-1 Solvent
Cleaning. After the surface has been made free of grease, oil or other
substances, all areas to receive the protective compounds shall be abrasive
blasted using compressed air nozzles with sand or grit abrasive media.
The entire surface to be lined shall be struck with the blast media so that
all rust, loose oxides, etc., are removed from the surface. Only slight
stains and tightly adhering annealing oxide may be left on the surface.
Any area where rust reappears before lining must be reblasted.
5. After the surface preparation and within 8 hours of surface preparation, the
pipe interior shall receive 40 mils nominal dry film thickness of Protecto
401. No lining shall take place when the substrate or ambient temperature
is below 40 degrees Fahrenheit. The surface also must be dry and dust
free. If flange pipe or fittings are included in the project the lining shall
not be used on the face of the flange.
6. Due to the tolerances involved, the gasket area and spigot end up to 6
inches back from the end of the spigot end must be coated with 6 mils
nominal, 10 mils maximum Protecto Joint Compound. The Joint
Compound shall be applied by brush to ensure coverage. Care should be
taken that the Joint Compound is smooth without excess buildup in the
DS VII-2

gasket seat or on the spigot ends. Coating of the gasket seat and spigot
ends shall be done after the application of the lining.
7. The number of coats of lining material applied shall be as recommended
by the lining manufacturer. However, in no case shall this material be
applied above the dry thickness per coat recommended by the lining
manufacturer in printed literature. The maximum or minimum time
between costs shall be that time recommended by the lining material
manufacturer. No material shall be used for lining which is not
indefinitely recoatable with itself without roughening of the surface.
8. Protecto Joint Compound shall be used for touch-up or repair in
accordance with manufacturer's recommendations.
9. Inspection:
a.) All Ductile Iron pipe and fittings shall be checked for thickness using a
magnetic film thickness gauge. The thickness testing shall be done
using the method outlined in SSPC-PA-2 Film Thickness Rating.
b.) The interior lining of all pipe and fittings shall be tested for pinholes
with a nondestructive 2,500 volt test. Any defects found shall be
repaired prior to shipment.
c.) Each pipe joint and fitting shall be marked with the date of application
of the lining system along with its numerical sequence of application
on that date and records maintained by the applicator of his work.
10. The pipe or fitting manufacturer must supply a certificate attesting to the
fact that the applicator met the requirements of this specification, and that
the material used was as specified.
Fittings: Ductile Iron Fittings shall meet all requirements of WWA/ANSI
CI I O/A21.10 and will be of the mechanical joint type.
11. The interior and exterior coatings shall be the same as specific for ductile
iron pipe.
12. Fittings shall have a minimum pressure rating of 250 psi.
13. Rubber gaskets joints shall conform to AWWA/ANSI CI 11/A21.11.
(b) Concrete Sewer Pipe: Concrete sewer pipe 18 inches in diameter and smaller
shall conform to ASTM Specification C-14 and shall be Class 3 or stronger. Concrete
sewer pipe larger than 18 inches in diameter shall be reinforced type in accordance with
ASTM Specification C-76 with minimum Class III pipe used with trench depth up to 12
feet and Class IV pipe used with trench depths equal to or greater than 12 feet.
Joints for all concrete sewer pipe shall be rubber gasketed, O-ring type in
accordance with ASTM Specification C-443.
Interior lining for concrete sewer pipe shall consist of a heavy bitumastic coating
applied to a dry film thickness of at least 14 mils. Bitumastic coating shall be applied in
strict accordance with the manufacturer's instructions, particularly in regards to surface
DS VII-3

moisture and ambient temperature. The coating shall be Koppers Super Service Black,
Pittsburgh's Bitumastic, or equal. The lining in the pipe shall be guaranteed for
adherence and erosion resistance for a period of 2 years.
(c) Polyvinyl Chloride (PVC) Sewer Pipe: All PVC gravity sewer pipe for lines 8
inches to 15 inches in size shall be a maximum of SDR 35. Maximum allowable
deflection shall be 5 percent. All PVC gravity sewer pipe and fittings shall comply with
ASTM D-3034, all PVC sewer joints shall comply with ASTM D-3212, and the
installation of PVC sewer lines shall comply with ASTM D-2321. All PVC gravity
sewer pipe shall be required to pass a mandrel test. All cost of deflection testing and
corrective work shall be included in the unit price for the sanitary sewer pipe.
(d) Acrylonitrile-Butadiene-Styrene (ABS Composite Sewer Pipe: All ABS truss
pipe and fittings for lines 8 inches to 15 inches in size shall have a stiffness of 200 psi or
more. The pipe shall be manufactured in 12-foot 6-inch laying lengths. All ABS sewer
pipe shall comply with ASTM D-2680, all ABS sewer fittings shall comply with ASTM
D-2751, all ABS sewer pipe shall be joined together by means of sleeve connectors
chemically welded complying with ASTM D-2235, and the installation of ABS sewer
pipe shall comply with ASTM D-2321.
(e) Gasketed PVC Truss Pipe: All gasketed PVC truss sewer pipe and fittings for
lines 8 inches to 15 inches in size shall have a stiffness of 200 psi or greater. The pipe
shall be manufactured in 12-foot 6-inch laying lengths. All gasketed PVC truss sewer
pipe shall comply with ASTM D2680-90. All fittings for PVC truss sewer pipe shall
conform to ASTM D2680-90 Section 7.1 and Tables 5 and 6. All joints shall be made
with gasketed bell coupling connections. All joints and gasket materials shall comply
with the provisions of ASTM D2680 Section 10.4.2, ASTM Test Method D3212, and
ASTM Designation F477.
MM.
(f) Brick: Brick shall be new, solid, whole brick conforming to ASTM C32 Grade
(g) Segmental Concrete Block: Segmental concrete masonry unit shall be new,
solid, whole units conforming to ASTM C-139.
(h) Mortar: Mortar shall meet the requirements of ASTM C-270 for Type M.
Retempering of mortar in which initial set has begun will not be allowed.
(i) Gray Iron Construction Castings:
Identification: All castings shall bear the name of an approved manufacturer and
his approved part number, cast permanently on each casting component. Castings
inspected and found to be improperly marked, or furnished by unapproved
manufacturers, shall be rejected.
Material: Cast iron material shall conform to ASTM A48 Class 30 latest revision.
DS VII-4

If so specified at time of order, manufacturer will furnish certified tensile test results
performed by an independent testing laboratory at no additional cost to the Owner.
Appearance: All castings shall be free from blowholes, shrinkages, or other
surface imperfections.
Tolerances: All castings shall be true to manufacturer's approved submittal
drawings. Actual dimensions of all castings shall have a tolerance of +1/16 inch, and an
additional 1/16 inch per foot of dimension. All casting components of the same part
number shall be interchangeable.
Proper Fit: All round manhole rings, covers, and grates to be installed in traffic
areas shall be furnished with machined seating surfaces. All other castings shall be
furnished with ground bearing surfaces. Prior to shipping, manufacturer will fit up all
casting components to insure that all castings furnished are of proper fit and free from
rattle.
Weights: All castings shall weigh within f5 percent of weight shown on
manufacturer's approved submittal drawings. CASTINGS WILL BE WEIGHED AT
RANDOM. THOSE WEIGHING LESS THAN THE MINIMUM WEIGHT
ALLOWANCE SHALL BE REJECTED.
Paint: All castings shall be painted in black enamel paint. All castings shall be
repainted after installation.
Certification: Prior to furnishing castings, the manufacturer shall submit
' drawings, warranty, and a legal certificate of compliance to the Engineer for approval.
UPON INSPECTION, ANY, AND ALL CASTINGS THAT FAIL TO MEET THE
ABOVE SPECIFICATIONS SHALL BE REJECTED, AND ANY ADDITIONAL
COST FOR FURNISHING APPROVED CASTINGS SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR.

0) Concrete for Footings: Portland cement shall conform to the requirements of
ASTM C-150 for Type I. Fine aggregate and coarse aggregate shall conform to the
requirements of ASTM C-33 except for the gradation which shall be as follows:
Fine Aggregate
Sieve Designation Percent Passing
No. 4 97 - 100
No. 8 80 - 100
No. 30 25- 75
No. 50 10- 30
No. 100 2- 10
No. 200 0- 4
Coarse Aggregate
Sieve Designation Percent Passing
DS VII-5
2%2 inches 100
2 inches 95 - 100
1 inch 37- 70
1/2 inch 10- 30
No. 4 0- 5

Water shall be clean and free from salt, oil, and organic substances. The concrete
shall be proportioned in accordance with a design mix approved by the Engineer. The
proportions shall be based on laboratory determinations so that the mix will meet the
following requirements:
Minimum Compressive Strength at 28 days - 3000 lbs/sq inch.
Maximum Water-Cement Ratio - 6.2 gal/bag of cement
Minimum Slump - 1 inch
Maximum Slump - 4 inches
Minimum Cement Content - 5.3 bags/cu yd.
The concrete shall be thoroughly and uniformly mixed by approved means. It shall be
placed before the initial set has begun.
(k) Precast Concrete Manholes: Precast concrete manholes shall be concentric
type with monolithic base conforming to ASTM C-478. Manholes shall conform to the
dimensions shown on the plans. Manhole joint material shall be O-ring gaskets
conforming to ASTM C-443. In lieu of O-ring gaskets, approved flexible plastic gaskets
meeting the requirements of Federal Specification SS-S-00210 may be used. Plastic
gaskets shall be produced from blends of refined hydrocarbon resins and plasticizing
compounds reinforced with inert mineral filler and shall contain no solvents. The gasket
sealer shall not depend on oxidizing, evaporating, or chemical action for its adhesive or
cohesive strength. It shall be supplied in extruded rope form or flat tape form of suitable
cross-section and of such size as to fill the joint space completely according to the
manufacturer's recommendations. Prior to the joint installation, joint surfaces shall be
painted with a bituminous primer as recommended by the manufacturer of the joint
material. Manhole steps shall be set 16 inches on centers and shall conform to ASTM A-
48 Class 30 and be of the design and dimensions shown on the plans.
(1) Stabilization Material: Material used to stabilize unstable foundations shall be
number 57 stone or other materials as approved by the Engineer.
(m) Polyvinyl Chloride (PVC) Pipe - Schedule 40: PVC (Schedule 40) pipe and
fittings shall conform to ASTM D-1785 (latest edition). The pipe shall be clearly marked
at intervals of 5 feet or less, to indicate (1) manufacturer's name; (2) nominal size; (3) the
legend "PVC Sewer Pipe"; (4) the applicable ASTM; and (5) the pipe schedule.
7-3. CONSTRUCTION REQUIREMENTS
(a) Handling and Storage of Materials: All materials shall be handled with care
and shall be so stored as to insure the preservation of their quality and fitness for the
work. When any joint of pipe is damaged, the undamaged portion may be used where
partial lengths are needed. Damaged or unfit material shall be removed from the project
at once.
(b) Clearing Rights-of-Way: The Contractor shall clear and grub the rights-of-
DS VII-6

way for the project or projects within the limits shown on the plans. The work of clearing
and grubbing shall consist of the cutting, removal, and satisfactory disposal of all
' vegetation and debris. This work shall be performed in compliance with Section VI of
these Specifications. The rights-of-way shall be left neat and smooth after clearing and
grubbing.
j No direct payment shall be made for clearing and grubbing except when shown in
the Proposal as a "pay item". In such case, payment shall be on a lump sum basis or by
the acre measured horizontally as shown in the Proposal.
(c) Excavation and Foundation Preparation: Only a reasonable length of trench
shall be opened ahead of pipe laying. A reasonable length may be interpreted to mean a
length which ordinarily could be laid and backfilled in a half-day's operation. Streets
shall not be blocked so as to prevent operation of emergency vehicles. Ordinarily, not
more than one block at a time shall be closed to private driveway usage. The Police and
Fire Departments shall be kept informed as to the streets which are closed.
The Contractor shall excavate trenches to the required line and grade. All
excavation shall be unclassified as to its nature or composition. Trench excavation shall
be accomplished with equipment suitable for this type of work. If backhoes or draglines
are used, the size of the bucket shall be such that the trench excavated is compatible with
the diameter of the pipe being installed. Operations resulting in wide top dimensions
sloping directly to the pipe will not be permitted. Trench width from a point 1 foot above
the crown of the pipe to the bed of the trench shall not exceed the outside diameter of the
bell plus 12 inches on each side of the bell unless special permission of the Engineer is
secured.

The Contractor shall sheet and brace trenches where necessary to prevent
sloughing off. Sheeting shall not be removed until backfilling has progressed to such a
' stage that no damage to pipe lines or structures will result from its removal. All sheeting
shall be removed unless directed otherwise by the Engineer.
The Contractor shall exercise caution to prevent excavation lower than the
established grade, but should this occur, the low places shall be backfilled with suitable
material and compacted to the density of the adjoining areas. The trench bottom shall be
accurately graded to provide uniform bearing and support for the entire length of the pipe
except at the bell where recesses shall be excavated. The trench bottom shall be shaped
to conform to the lower one-quarter of the pipe barrel circumference.
Where the foundation material is found to be of unsuitable supporting value or of

' extremely hard material, such as rock, the foundation shall be conditioned by removing
the existing foundation material and backfilling with a suitable backfill material as
directed by the Engineer.
In the event that unstable conditions are found at the invert elevation and it is
found that dewatering or other similar measures will not prevent or cure this condition,

DS VII-7

the Engineer may require that stabilizing material be placed in the ditch. Stabilization
material shall be number 57 stone or other materials as directed by the Engineer, and
shall be placed in the trench in such quantities and manner as the Engineer may direct but
in no case less than 4 inches deep. Material used to bring the ditch bottom to uniform
grade after excess and faulty excavation will not be paid for. The Engineer may require
that stabilization material be placed at no cost to the Owner if the Contractor has not
taken sufficient action to dewater the trench. Measurement of approved stabilization
material shall be on a cubic yard basis with 2700 pounds per cubic yard being used to
convert weight measures to volumetric measures. Volumes will be determined by the
depth of bed authorized, the allowed trench width, and the length of the ditch authorized
by the Engineer. The Contractor shall carefully record the quantities of stabilization
material used, and it shall be his responsibility to notify the Engineer at the end of each
day of the quantities; however, the Engineer shall be the sole judge as to whether material
deposited is a "Pay Item".
Bedding as specified herein shall be placed beneath all ABS Composite/PVC
truss pipe gravity sewer of 8 inch diameter or larger. Bedding shall be a minimum of 4
inches deep beneath the pipe, and shall be along the sides of the pipe at least up to the
springline of the pipe. Bedding width shall be at least the width of the pipe O.D. plus 24
inches. Bedding materials shall be either Class I (angular '/a inch to 11/2 inch graded stone)
or Class II (coarse sands and gravels with maximum particle size of 11/2 inches; soil types
GW, GP, SW, and SP are included in this class). Bedding shall not be a separate pay
item, but will be included in the unit price bid for Sanitary Sewer Pipe.
Stone bedding shall be placed beneath all PVC (SDR 35) gravity sewer of 15 inch
diameter or smaller. Bedding shall be a minimum of 4 inches deep beneath the pipe, and
shall be along the sides of the pipe at least up to the top of the pipe. Bedding width shall
be at least the width of the pipe O.D. plus 24 inches. Stone bedding shall not be a
separate pay item, but will be included in the unit price bid for Sanitary Sewer Pipe.
(d) Dewatering Provisions: Trenches and other excavations shall be kept free
from water. The Contractor shall use well point systems and other dewatering devices as
necessary to keep excavated areas free from water. The use of installed lines for drainage
will not be permitted. No direct payment will be made for dewatering measures as such
measures will be considered incidental to the work.
(e) Laving Pipe: Prior to being lowered into the trench, the pipe shall be cleaned
and carefully inspected to see that it is sound and free from defects. The pipe shall be
carefully laid on the prepared foundation starting at the downstream end with the bell end
laid upgrade. The pipe shall be laid true to line and grade and shall form close abutting
joints so as to form a straight, smooth, uniform invert. Each pipe shall be checked for
alignment and grade as the work progresses. The use of boards, brick, earthmounds, or
other materials to jack-up or support the pipe will not be permitted. Bell holes shall be
excavated at each joint to assure bedding support to the barrel of the pipe and to facilitate
making a perfect joint. As the work progresses, the interior of the sewer shall be cleared
DS VII-8

' of all dirt and foreign material. At all times, when work is not in progress, open ends
shall be closed so that no trench water, earth, or other substance will enter the pipe.
Gaskets shall be clean, sound, and free from defects and shall be installed using lubricant
in accordance with the manufacturer's recommendation. After laying, an inspection
between manholes shall show a light reflection and a perfectly round bore.
I (f) Backfilling: All backfill material shall be free from cinders, ashes, refuse,
organic materials, boulders, rocks, stones, or other material which in the opinion of the
Engineer is unsuitable. When the type of backfill material is not specified on the plans,
the excavated material may be used provided it consists of clean earth, loam, clay, sand,
or gravel which in the opinion of the Engineer is satisfactory for backfill.
After the pipe has been laid and alignment and grade checked, the trench on both
sides of the pipe shall be backfilled by hand methods, carefully consolidating the fill
under and around the pipe without displacing it. Backfill material shall be placed in a
maximum of 6-inch layers and compacted by approved tamping from the bottom of the
trench to a depth of 1 foot above the top of the pipe. In operations to and including this
point, backfill material shall not be pushed or dropped into the trench in large volumes to
insure that alignment and grade are not disturbed. Above this point, backfill material
may be placed by machine methods with the backfill evenly distributed along the line.
Backfill from 1 foot above the top of the pipe to the ground surface shall be placed in a
maximum of 12-inch layers and compacted by means approved by the Engineer to a
density equal to at least 95% of that obtained by compacting a sample of the material in
accordance with AASHTO T99.
Backfill around manholes and other structures shall be uniformly placed on all
sides simultaneously and thoroughly compacted in such manner as to avoid injuring the
structures or producing unequal pressures on them. Backfill operations around masonry
structures shall be delayed until the masonry has cured at least 36 hours.

All backfill areas shall be graded and maintained in such condition that erosion or
saturation will not damage the pipe bed or backfill. Excess excavated materials shall be
disposed of as directed by the Engineer. All backfill areas in streets, parking lots, etc.
shall be graded and compacted so as not to hinder traffic. Pipe or structures which
become misaligned, show excessive settlement, or have been otherwise damaged shall be
removed and replaced at the Contractor's expense.
(g) Service Taps: The Contractor shall install service taps at the location shown
on the plans or directed by the Engineer. Service taps shall be 4 inches in size unless
shown otherwise on the plans. The service tap connections into the main sewer line shall
' be made by using wye or tee fittings in accordance with the requirements of paragraph 7-
2 above. The service tap shall be made using PVC Schedule 40 pipe (ductile iron when

' minimum cover requirements cannot be met) and fittings laid according to the typical
installation detail shown on the plans. The minimum slope for service taps shall be 1/4
inch per foot except as directed by the Engineer, in which case the minimum slope shall
DS VII-9
1
be no less than 1/8 inch per foot. Each service tap shall be equipped with a clean-out at
the right-of-way line. Clean-outs shall be constructed with wye fittings, bends, pipe, and
clean-out plugs in accordance with the plans. Clean-out plugs shall be screw type
countersunk plugs. Service taps shall be plugged at the right-of-way lines to prevent the
entry of water, dirt, or other foreign material.
(h) Plugging Pipe: Plugging of existing pipe shall be performed at the locations
shown on the plans or directed by the Engineer. Plugging shall be accomplished by using
brick masonry at least 8 inches in thickness. Masonry shall be placed in the interior of
the pipe with masonry units laid with full bed and head joints. All voids shall be filled
with mortar. No direct payment shall be made for plugging pipe. The Contractor will
absorb the cost of plugging pipe in the unit prices for installation of new lines.
(i) Brick and Concrete Block Manholes: Brick or concrete block manholes shall
be constructed to the dimensions shown on the plans or to revised dimensions authorized
by the Engineer. All materials used in the construction of manholes shall be as specified
in paragraph 7-2.
The manhole foundation shall be prepared by excavating to the required grade.
The Contractor shall exercise caution to prevent excavation below the required grade, but
should this occur, the low places shall be backfilled with suitable material and compacted
to the density of the adjoining areas. Where the foundation material is found to be of
poor supporting value or of extremely hard material such as rock, the foundation will be
conditioned by removing the existing foundation material and backfilling with a suitable
material. Where necessary to consolidate the foundation material, the foundation shall be
tamped by suitable methods. When completed, the foundation shall be firm and
unyielding.
After the foundation has been prepared, a concrete footing shall be formed and
poured to the dimensions shown on the plans. The surface of the concrete shall be
finished off smooth and level such that the entire surface is covered with cement paste.
The concrete footing shall be allowed to cure at least 24 hours prior to beginning
masonry work. Concrete shall meet the requirements given above in paragraph 7-2.
After the concrete footing has cured for at least 24 hours, masonry work may
begin. Brick or concrete block shall be laid by the shove joint method with completely
filled mortar joints. All cavities shall be completely filled with mortar. When necessary
to reduce the rate of absorption, the brick or block shall be dampened before use. Joints
shall be I/Z inch plus or minus 1/8 inch in thickness. All interior joints shall be finished
flush. The outside of brick manholes shall be plastered with a 1-inch thick layer of
cement mortar and finished off smooth. The outside coating shall be kept moist for at
least 36 hours in order to cure the coating sufficiently. The Contractor may use a curing
compound meeting the requirements of ASTM C-309 for this purpose. Masonry shall be
built plumb and true to the required dimensions. Brick masonry shall be laid as header
courses with consecutive courses breaking joints. No spalls or bats shall be used except
for shaping around irregular openings.
DS VII-10

The invert of the manhole shall be constructed by using brick and cement mortar.
Brick shall be imbedded in full mortar beds and shall be pargeted over with at least 1 inch
of cement mortar. The invert channels shall be smooth and semicircular in shape
conforming to the diameters of the pipe entering and leaving the manhole. Changes in
direction of flow shall be made with a smooth curve of as large radius as possible.
Changes in size and grade of the channels shall be made gradually and evenly.
Manhole steps shall be placed at the intervals shown on the plans and shall be of
the design and dimensions shown on the plans. Manhole rings and covers shall be of the
design and dimensions shown on the plans. Manhole rings shall be set in full mortar beds
to the grade established by the Engineer. Masonry shall be allowed to cure sufficiently
prior to setting rings to prevent any movement or damage to the manhole. Manholes
extending above ground more than two and a half feet shall have steps on the outside of
' the structure for access.
No masonry or concrete footings shall be placed when the temperature is below
40 F. Masonry or concrete which is less than 3 days old shall be protected from freezing.
0) Precast Concrete Manholes: Precast concrete manholes shall be constructed to
the dimensions shown on the plans. The Contractor may use precast concrete manholes
in lieu of masonry manholes unless otherwise shown on the plans or stated in the Special
Conditions.

The manhole foundation shall be prepared in accordance with the requirements
for masonry manhole foundations given above.
'
Prior to installation, precast concrete manholes shall be cleaned and inspected to
insure that they are sound and free from defects. In the event that a manhole is found
' defective or damaged, the Engineer shall be informed. Repairs to defective or damaged
manholes may be made subject to the approval of the Engineer and in accordance with

' his instructions.
The openings in the manholes shall be made by the manufacturer and shall be 4
' inches larger in diameter than the outside diameter of the pipe barrel for which the
opening is made. The cutting of pipe holes by means of hammer, chisel, or similar
equipment is prohibited. Joints between the pipe and the manhole wall shall be made
watertight by using cement grout. Prior to grouting, the pipe and manhole wall shall be
cleaned to remove deleterious material that would prevent proper bond. All holes used to
facilitate lifting and placing the manhole sections shall be completely sealed with cement
grout.
Precast concrete manhole points shall be made water tight by using O-ring gaskets
or flexible plastic gasket material as specified above in paragraph 7-2. Prior to the
installation of gasket materials, the tongue and groove of the joint shall be cleaned and
then primed or lubricated in accordance with the gasket manufacturer's recommendation.
'
DS VII-11

Precast manholes shall be centered over the pipes. The cone section shall be
stopped 8 inches below finished grade. Manholes shall then be brought to finished grade
by using two 4-inch extension rings. Extension rings shall be as manufactured by the
manhole manufacturer. Manhole rings and covers shall be set in full mortar beds to the
grade established by the Engineer.
Manholes extending above ground more than two and a half feet shall have steps on the
outside of the structure for access.
The inverts of precast concrete manholes shall be constructed in accordance with
the requirements for masonry manhole inverts given above.
Backfilling operations shall not begin until grouted joints or waterproofing has
sufficiently cured to insure no damage due to backfilling.
(k) Infiltration Limits: Pipe specified for this work is of such character that
careful installation should not permit infiltration in quantity. All visible or detectable
leaks shall be repaired by the Contractor at his expense. Lines will be checked for
infiltration as directed by the Engineer. A maximum of 100 gallons per day per inch
diameter per mile of sewer shall not be exceeded upon test.
(1) Minimum Separation Requirements
1. Horizontal Separation - Water Mains and Sewers: Water mains shall be laid at
least 10 feet horizontally from existing or proposed sewers. Should local conditions
prevent a lateral separation of 10 feet, a sewer may be installed nearer to a water main if:
a. It is laid in a separate trench, with the top of the sewer
at least 18 inches below the bottom of the water main, or if
b. It is laid in the same trench with the water main located
at one side on a bench of undisturbed earth and with the
elevation of the top of the sewer at least 18 inches
below the bottom of the water main.
2. Sewer Crossing Under Water Main: Whenever it is necessary for a sewer to
cross under a water main the sewer shall be laid at such an elevation that the top of the
sewer is at least 18 inches below the bottom of the water main. If local conditions
prevent an 18-inch vertical separation, then the water main shall be relocated to provide
this separation or constructed of cast iron pipe with mechanical type joints for a lateral
distance measured at right angles to the sewer of at least 10 feet on each side of the
sewer. One full length of the water main should be centered over the sewer.
3. Whenever it is necessary for a sewer to cross above a water main or whenever
the above requirements for horizontal and vertical separation cannot be met, both the
DS VII-12

water and sewer should be constructed of cast iron pipe with mechanical type joint and
pressure tested to 150 psi before backfilling.
4. Vertical Relation of Sanitary Sewer Mains to Storm Sewer: When a sanitary
sewer crosses over or under a storm sewer, a vertical separation of 12 inches shall be
maintained unless both lines are of a ferrous material.
5. General Vertical Clearance: When other underground utilities are
encountered, 12 inches of separation should be maintained.
(m) Pavement Removal and Replacement: Where necessary to permit the
installation of sewer line and manholes, the Contractor shall remove and replace existing
pavement within the limits shown on the plans or directed by the Engineer. Pavement
shall be removed for its entire depth and in a neat and workmanlike manner. The
pavement shall be replaced in accordance with typical detail shown on the plans. All
asphaltic materials shall be produced and placed in accordance with the applicable
requirements of Section IV of these Detail Specifications.

(n) Control of Construction Groundwater
During installation of new sanitary sewer lines, the connection of the new lines to
the City's existing sanitary sewer system shall be plugged to prevent the introduction of
construction groundwater into the existing sanitary sewer system. The Contractor is
' responsible for pumping the groundwater to the existing storm sewer system.
' 7-4. TESTS AND CERTIFICATION OF MATERIALS
The Contractor shall furnish the Engineer with the manufacturer's certifications
' that pipe, pipe fittings, and precast manholes meet the project specifications. The
Contractor shall also furnish certifications for other materials if so specified in the
Special Conditions.

7-5. METHOD OF MEASUREMENT
'
Measurement of work performed under this section shall be as follows:
I (a) For clearing and grubbing, if a "pay item", on a lump sump basis or by the
acre measured horizontally as shown in the Proposal.

(b) For all pipe, the actual number of linear feet installed by type, diameter, and
' depth from end to end measured through manholes and fittings.
(c) For service taps, the actual number installed, complete and accepted by the
' DS VII-13

Engineer. The unit price of the service tap shall include the wye and the clean-out.
(d) For masonry manholes, the actual number of cubic yards of masonry and
concrete which has been incorporated into the walls and footings of the manholes. The
number of cubic yards will be computed from the dimensions shown on the plans or from
revised dimensions authorized by the Engineer with deductions made for the volume
displaced by the pipes. The concrete in the footings shall be included in and paid for as
masonry. The unit price for masonry shall include furnishing and installing manhole
steps, rings, and covers and the construction of inverts.
(e) For precast concrete manholes, by the vertical foot measured from the lowest
invert to the top of the concrete structure. The unit prices shall include furnishing and
installing manhole steps, rings, and covers and the construction of inverts.
(f) For asphalt and/or concrete pavement removal and replacement, the actual
number of linear feet of pavement which has been acceptably removed and replaced as
directed by the Engineer. The linear distance shall be measured along the centerline of
the installed sanitary sewer line. The unit price in the Proposal shall include all cost of
cutting and removing the existing pavement and replacing the base and the same type of
pavement.
7-6. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract unit price as measured above. Such payments shall be full compensation for all
work covered by this section.
DS VII-14

DETAIL SPECIFICATIONS
SECTION VIII
WATER LINES AND APPURTENANCES
u
t

E
8-1. DESCRIPTION
This section covers the furnishing of materials, labor, equipment, and
miscellaneous items necessary to construct and install water lines and appurtenances as
shown on the plans and where directed by the Engineer in accordance with these
specifications.
8-2. MATERIALS
All materials shall meet the following requirements as applicable unless specified
otherwise in the Special Conditions.
(a) Ductile Iron Pipe: Ductile iron pipe shall conform to Class 50, AWWA
C151. Fittings for ductile iron pipe shall be cast iron fittings conforming to AWWA
C 110. Ductile iron pipe and cast iron fittings shall be cement-mortar lined in accordance
with AWWA C104. Joints for pipe and fittings shall be push-on or mechanical type, with
restrained type joints conforming to AWWA C111 as specified on the plans or in the
Special Conditions. Restrained push-on joints shall be completely boltless; McWane
Super-Lock, American Flex-Ring, U.S. Pipe TR Flex, or as approved. Restrained
mechanical joints shall be MEGALUG as manufactured by EBAA Iron, Inc., or as
approved, of ductile iron and with a working pressure of at least 250 psi and a minimum
safety factor of 2:1.
(b) Polyyipyl Chloride (PVC) Plastic Pipe: PVC pipe and fittings for lines
smaller than 6 inches in size shall be made from Type I, Grade I (PVC 1120) polyvinyl
chloride compound conforming to ASTM D1784. Pipe and fittings shall be pressure rated
at hydrostatic working pressures of 160 psi at 73.4 F and shall meet the requirements of
Commercial Standard CS 256 for a standard dimension ratio of SDR 26. PVC pipe and
' fittings shall also be approved by the National Sanitation Foundation. Joints shall be
push-on type sealed with rubber rings in accordance with the manufacturer's
recommendations. Cast iron fittings for use with PVC pipe shall conform to AWWA
' C110 and shall have push-on joints conforming to AWWA C111. Cast iron fittings shall
be cement-mortar lines in accordance with AWWA C104.
(c) Polyvinyl Chloride (PVC) Plastic Pipe: PVC pipe for lines 6 inches to 12
inches in size shall conform to AWWA C900, SDR 18, pressure Class 150, and shall
have push-onjoints. Fittings for PVC pipe shall be cast iron fittings conforming to
DS VIII-1
AWWA C110 with push-on or mechanical type joints conforming to AWWA C111 as
specified on the plans on in the Special Conditions. Cast iron fittings shall be cement-
mortar lined in accordance with AWWA C104. Necessary adapters shall be furnished
and installed which in every respect meet Class 150 PVC specification.
(d) Copper Service Pipe: Copper pipe for service connections shall conform to
ASTM B88 for Type K.
(e) Gate Valves: Gate valves shall be Mueller Resilient Seat gate valves or
approved equal and conform to AWWA C509. Valves shall have ends adapted to the
type of pipe or fittings to be installed. Valves shall be iron body, fully bronze mounted,
modified wedge disc pattern, O-ring seals, and designed for 150 psi working pressure.
Valves shall have a breaking point in the stem that allows the stem to shear off near the
operating nut so that the valve can still be controlled if the stem is sheared. Valves shall
have non-rising stems and shall open counterclockwise with a 2-inch square operating
nut. Gate valves 16 inches in diameter and larger for vertical installation shall be
equipped with a bypass valve assembly, spur gearing with grease case, and a shoe on
each side of the disc assembly for guiding the disc assembly throughout its entire travel.
Gate valves 16 inches in diameter and larger for horizontal installation shall be equipped
with a bypass valve assembly, bevel gearing with grease case, and rollers and scrapers on
tracks.
(f) Tapping Sleeves and Valves: Tapping sleeves shall be either (1) mechanical
joint, cast iron body with 125 lb. ANSI Standard outlet flange and shall be designed for
150 psi working pressure. Sleeve shall have a single rubber gasket cemented in place on
the inside of the sleeve body. Sleeve shall meet all requirements of ANSUAWWA
C1 10/A21.10 and ANSUAWWA Cl 11/A21.11; or (2) Tapping sleeves shall be all 304
stainless steel including the flange, outlet, shell, sidebars, lugs, bolts, nuts, armors, and
lifter bars. Sleeve shall be designed for 200-psi working pressure. Sleeve shall be
ROMAC "SST" stainless steel tapping sleeve.
Tapping valves shall meet the requirements for gate valves.
(g) Butterfly Valves: Butterfly valves shall be rubber-seated, manually operated,
conforming to AWWA C504 Class 150-B. Valve bodies shall be cast iron ASTM A126
Class B, and shall have integrally cast mechanical joint ends. Each valve shall have a
buried service type operator complete with indicating type valve box, cover, extension
stem, and 2-inch square operating nut. Valves shall open with a counterclockwise
rotation of the nut. Valves shall be suitable for two-way flow.
(h) Fire Hydrants: Fire hydrants shall be Mueller Centurion or approved equal.
Fire hydrants shall be 4%2-inch traffic model, compression type, cast iron, and shall
conform to the requirements of AWWA C502, latest edition. Fire hydrants shall have a
6-inch mechanical joint shoe inlet with a minimum 41/2-inch main valve. Each hydrant
shall have two 2%2-inch hose nozzles and one 4%2-inch pumper nozzle with caps and
washer chains attached to the hydrant barrel. Barrel lengths shall be generally for 3%2-
DS VIII-2

u

u

foot trenches, except where other lengths are necessitated by the hydrant location.
Hydrants shall open with a counterclockwise rotation of the nut. The hydrant stem shall
be non-rising. Operating and cap nuts shall be pentagon shaped, l'/Z inches from point to
flat. Pumper nozzle and small nozzle threading shall be the City of Goldsboro standard
as follows:
Pumper Nozzle: Mueller Code 4-550 or equal
Major Diameter O.D. 6.162 inches
Pitch Diameter 6.000 inches
Minor Diameter 5.812 inches
4 threads per inch
Pumper nozzle cap must also be threaded to fit.
Small nozzles are National Standard Threads.
The hydrant barrel shall be made in two sections joined together a few inches
above the ground line by a watertight coupling, or break ring, so designed that if a break
occurs, it will occur at this point. The ring shall be of ample strength for ordinary
service, and be easily and cheaply replaceable. The valve stem shall be in two sections,
jointed by a special coupling at the same point as the break ring, so designed that if the
hydrant is broken, the coupling will break and the valve will not be disturbed. All
working parts shall be removable without disconnecting the hydrant.
The color of fire hydrants shall be red.
(i) Corporation and Meter Stops: Corporation and meter stops shall be AWWA
approved. Corporation stops shall have AWWA threads on the inlet and a connection for
copper pipe on the outlet. Meter stops shall have a compression connection for CTS O.D.
tubing one end and inside I.P. thread other end. Meter stops shall be Mueller H-14258,
Ford KV43, or approved equal.
0) Service Saddles: Service saddles shall be double strap, nylon coated iron
' service saddle with wide stainless steel straps. Service saddles shall be Smith-Blair 317,
ROMAC 202N, or approved equal.

0
(k) Valve Boxes and Meter Boxes: Valve boxes and meter boxes shall be gray
iron meeting the requirements of ASTM A48 for Class 30 iron. Valve boxes shall be
Dewey Bros. #VBX-TI-100, or approved equal. Water meter boxes shall be Dewey Bros.
#MBX-l, or approved equal except for water services larger than 1 inches which shall be
Dewey Bros. #MBX-5A, or approved equal. The castings shall be free from pouring
faults, sponginess, cracks, blow holes, and other defects, and they shall be clean of scale
and sand so as to present a smooth, clean, and uniform surface. The boxes and covers
shall be given one shop coat of first quality protective asphaltum paint.
(1) Concrete: Portland cement shall conform to the requirements of ASTM C150
for Type I. Fine aggregate and coarse aggregate shall conform to the requirements of
DS VIII-3
ASTM C33 except for the gradation which shall be as follows:
Fine Aggregate Coarse Aggregate
Sieve Designation Percent Passing Sieve Designation Percent Passing
No. 4 97 - 100 2%2 inches 100
No. 8 80 - 100 2 inches 95 - 100
No. 30 25- 75 1 inch 35- 70
No. 50 10- 30 %2 inch 10- 30
No. 100 2- 10 No. 4 0- 5
No. 200 0- 4
Water shall be clean and free from salt, oil, or organic substances. The concrete shall be
proportioned based on laboratory determinations so that the mix will meet the following
requirements:
Minimum Compressive Strength at 28 days - 3000 lbs./sq. in.
Maximum Water-Cement Ratio - 6.2 gals/bag of cement
Minimum Slump - 1 inch
Maximum Slump - 4 inches
Minimum Cement Content - 5.3 bags/cu. yd.
The concrete shall be thoroughly and uniformly mixed by approved means. It shall be
placed before the initial set has begun.
(m) Stabilization Material: Material used to stabilize unstable foundations shall
be number 57 stone or other materials as approved by the Engineer.
(n) Detectable Tape: A detectable tape for protection of underground water lines
shall be used when polyvinyl chloride pipe is used as a material for the water distribution
main. The tape shall be an inert, bonded layer plastic with a metallized foil core and shall
be resistant to alkalis, acid, or other destructive chemical components likely to be
encountered in soil. The tape shall be brightly colored to contrast with soil and shall bear
an imprint identifying the type of line buried below. The tape shall be a minimum of 2
inches wide.
The tape shall be buried a maximum of 12 inches below the ground surface
directly above the water line with the printed side up. The Contractor shall take
necessary precaution to insure that the tape is not pulled, distorted, or otherwise
misplaced in completing the trench backfill. The tape shall be Terra Tape as
manufactured by Griffolyn Co., Inc. or an approved equal.
Compensation paid to the Contractor for detectable tape shall not be a separate
pay item but shall be absorbed in the appropriate unit prices and/or lump sum prices of
items in the Proposal.
DS VIII-4
C

8-3. CONSTRUCTION REQUIREMENTS
' (a) Description: On the rights-of-way provided and shown on the plans, the
Contractor shall furnish all materials, labor, equipment, and miscellaneous items
' necessary to construct water line and appurtenances as shown on the plans, complete,
tested, and ready for service. Included as principal items of construction, but not limited
thereto in detail are:
1. Clearing of rights-of-way;
' 2. Furnishing all materials, labor, equipment, and miscellaneous items;
3. Excavating, pipe laying, backfilling, disinfecting, and testing lines;
4. Pavement cutting, removal, and replacement;
5. Removal and replacement of public and private property such as fences, road
signs, mail boxes, shrubbery, culverts, driveways, etc.; and
6. Clean-up of premises after construction.
(b) Excavation and Foundation PreRaration: Only a reasonable length of trench
shall be opened ahead of pipe laying. A reasonable length may be interpreted to mean a
length which ordinarily could be laid and backfilled in a half-day's operation. Streets
shall not be blocked so as to prevent operation of emergency vehicles. Ordinarily, not
' more than one block at a time shall be closed to private driveway usage. The Police and
drawings and/or
'
directed by the Engineer. In all cases, water lines shall be installed with a minimum of 3
feet of cover over the top of the pipe from the finished grade. Excavation shall be made
' by equipment suitable for the type of excavation and the size of the bucket will be
compatible to the trench width required. Trench width from a point one foot above the
top of the pipe to the bed of the trench shall not exceed the outside diameter of the pipe
plus one foot on each side of the pipe unless permitted otherwise by the Engineer. Wide
top dimensions sloping directly to the pipe will not be allowed.
' The Contractor shall sheet and brace trenches where necessary to prevent
sloughing off. Sheeting shall not be removed until backfilling has progressed to such a
stage that no damage to pipe lines will result from its removal. All sheeting shall be
removed unless directed otherwise by the Engineer.
The trench bottom shall be accurately graded to provide uniform bearing and
support for the entire length of the pipe except at joints where recesses shall be
excavated. Where the foundation material is found to be of suitable supporting value or
DS VIII-5
Fire Departments Excavation shall shall be be kept true to line informed and as to grade the as streets shown on which the are closed.
of extremely hard material, such as rock, the foundation shall be conditioned by
removing the existing foundation material to sufficient depth and backfilling with a
suitable backfill material as directed by the Engineer.
In the event that unstable conditions are found at the invert elevation and it is
found that dewatering or other similar measures will not prevent or cure this condition,
the Engineer may require that stabilizing material be placed in the ditch. Stabilization
material shall be number 57 stone, or other materials as directed by the Engineer, and
shall be placed in the trench in such quantities and manner as the Engineer may direct,
but in no case less than 4 inches deep. Material used to bring the ditch bottom to uniform
grade after excess and faulty excavation will not be paid for. The Engineer may require
that stabilization material be placed at no cost to the Owner if the Contractor has not
taken sufficient action to dewater the trench. Measurement of approved stabilization
material shall be on a cubic yard basis with 2,700 pounds per cubic yard being used to
convert weight measures to volumetric measures. Volumes will be determined by the
depth of bed authorized, the allowed trench width, and the length of the ditch authorized
by the Engineer. The Contractor shall carefully record the quantities of stabilization
material used and it shall be his responsibility to notify the Engineer at the end of each
day of the quantities; however, the Engineer shall be the sole judge as to whether material
deposited is a "Pay Item".
(c) Dewatering Provisions: Trenches and other excavations shall be kept free
from water at all times. The Contractor shall use well point systems and other dewatering
devices as necessary to keep excavated area free from water. The use of installed lines
for drainage will not be permitted. No direct payment will be made for dewatering
measures as such measures will be considered incidental to the work.
(d) Laving Pipe: Prior to being lowered into the trench, pipe and fittings shall be
cleaned and carefully inspected to see that they are sound and free from defects.
Defective pipe and fittings shall be removed from the project. The pipe shall be laid to
the line and grade shown on the plans. Prior to placement of the pipe in the trench, the
bottom of the trench shall be smooth to insure that the barrel of the pipe is evenly
supported along the full length. The use of boards, brick, earthmounds, or other materials
to jack-up or support the pipe will not be permitted. Whenever the nature of the soil will
permit, the excavation at the bottom of the trench shall have the shape and dimensions of
the outside lower one-third of the circumference of the pipe. A space shall be excavated
around each bell or coupling of sufficient depth to relieve it of any load and to insure that
the pipe is supported along its full length. In case the foundation prepared for the pipe is
not firm enough to support the pipe and the superimposed loads, the Engineer may
require the Contractor to consolidate the subgrade by tamping or other means until the
foundation is satisfactory.
Gaskets shall be clean, sound, and free from defects and shall be installed as
recommended by the manufacturer using lubricant recommended by the manufacturer.
Flanged joints shall be placed in absolute true alignment so that the flange faces will be
true and square before bolting the same together in order to guarantee that no stresses
DS VIII-6
F
r

other than hydrostatic pressure will be imposed on the flanges. All flanged pipe, valves,
fittings, etc. shall be securely supported against settlement and misalignment with such
lasting material and in such manner as will meet the approval of the Engineer. Abrupt
changes in grade or alignment of pipe will not be allowed unless shown on the plans.
With the use of MEGALUG or other type of restrained joint which, as determined by
ENGINEER, will abrade, score or otherwise damage the bituminous coating on the pipe,
provide polyethylene encasement for each joint for a distance of 5 feet each side thereof;
comply with AWWA C105 Method A and manufacturer's instructions. Completely tape
all overlaps and seams. Repair all rips, punctures and other damage to the polyethylene.
The water line shall be kept free from debris and soil during construction. At all
times when work is not in progress, open ends shall be plugged or covered to prevent the
entry of trench water, debris, or soil.
(e) Backfillina: All backfill material shall be free from cinders, ashes, refuse,
organic material, boulders, rocks, stones, or other material which in the opinion of the
Engineer is unsuitable. When the type of backfill is not specified on the plans, the
excavated material may be used provided it consists of clean earth, loam, clay, sand, or
gravel which in the opinion of the Engineer is satisfactory for backfill.

1?

Immediately after the pipe has been installed and alignment checked, the pipe
shall be restrained from lateral movement by backfilling on each side of the pipe.
Backfill material shall be placed in a maximum of 6-inch layers and compacted by
approved tamping from the bottom of the trench to a depth of 12 inches above the top of
the pipe. Backfill material shall not be pushed or dropped into the trench in large
volumes with backfill evenly distributed along the line. Backfill from 12 inches above
the top of the pipe shall be placed in a maximum of 12-inch layers and compacted by
means approved by the Engineer to a density equal to at least 95% of that obtained by
compacting a sample of the material in accordance with AASHTO T99. In such
locations, if in the opinion of the Engineer, the backfill material is not of sufficient
quality to restore the roadbed to its original condition, the Engineer may require that
material of adequate quality be placed. In such event, the Contractor shall be paid for the
placement of such material consistent with unit prices in the Proposal.
The method of compaction will vary with the nature of the soils encountered. The
Contractor will equip himself with sufficiently diversified equipment so as to obtain
optimum compaction regardless of the nature of the soil. Sheeting which has been
installed and not ordered left in place by the Engineer will be removed as the backfilling
operations progress. All voids created from the removal of sheeting shall be filled. The
Contractor shall be responsible for any settlement that occurs over the excavated areas.
He shall add material and tamp same thoroughly in all such cases.
All backfill areas shall be graded and maintained in such condition that erosion or
saturation will not damage the pipe bed or backfill. Excess excavated materials shall be
disposed of as directed by the Engineer. All backfill areas in streets, parking lots, etc.
shall be graded and compacted so as not to hinder traffic.
DS VIII-7
(f) Thrust Blocks: Wedge shaped thrust blocks or footings made of concrete as
specified in paragraph 8-2(k) above shall be constructed at all plugs, caps, tees, crosses,
valves, hydrants, and bends. Regardless of the method of restraint used, water service
shall not be discontinued at any location for more than 6 hours. Thrust blocks shall be
formed if necessary to insure that they are wedge shaped and shall be allowed to cure for
at least 3 hours when practical or as directed by Engineer before backfilling. They shall
be placed such that pipe and fitting joints are accessible for repairs or future connections.
In areas where space limitations will not permit thrust blocks or to insure accessibility,
pipe and fittings may be self-restrained by harnesses, clamps, etc. in lieu of or in addition
to thrust blocks. Details of such self-restraining devices shall be submitted to the
Engineer and shall be approved by the Engineer before they are incorporated into the
work. Details of thrust block placement are shown on the plans.
The minimum required bearing area for concrete thrust blocks against solid
undisturbed earth in all cases shall be no less than the quantities shown in the table
below:
THRUST BLOCK BEARING AREA
Minimum Bearing Area Against Undisturbed Trench Wall,
in Square Feet of Sand
Pipe Tee, Valves
Size and Plugs Hydrants 90° Bends 45° Bends 22'/2 Bends 11'/4° Bends
6" 3 3 2 1 1
8" 4 6 3 2 1
10" 7 9 5 3 2
12" 9 11 6 3 2
14" 11 15 8 5 3
16" 13 20 10 6 3
18" 16 25 12 7 4
20" 20 28 14 8 4
24" 28 40 20 11 6
Other Soil Conditions
Cemented Sand or Hardpan: Multiply above by 0.5
Gravel: Multiply above by 0.7
Hard Dry Clay: Multiply above by 0.7
Soft Clay: Multiply above by 2.0
Muck: Secure all fittings with approved harness or tie road clamps
with concrete thrust blocks the same as listed for sand conditions.
DS VIII-8

' The installation of thrust blocks and/or self-restraining devices shall be considered
as incidental to water main construction. Their cost shall be included under the
appropriate pipe and/or fitting items in the Proposal.
(g) Setting Valves and Hydrants: Valves and hydrants shall be installed at the
locations shown on the plans and as directed by the Engineer. Hydrants, valves, and
valve boxes shall be set plumb. Valve boxes shall be centered directly over the valve
operating nut and the top of the box brought to the finished ground surface. All height
adjustments, including extensions, to the fire hydrants and valve boxes due to the depth
of the water line shall be included in the unit price of each item.
Hydrants shall be set to the established grade as shown on the plans or directed by
the Engineer. The backside of the hydrant, opposite the pipe connection, shall be blocked
with a concrete thrust block as specified above. Around the base of the hydrant shall be
placed sufficient broken stone or rock so that the hydrant will completely drain when
closed. Backfill around the hydrant shall be firmly tamped.
Valves placed in hydrant connections shall be permanently attached to the tee
fitting in the main by flange connections, swivel connections, self-restraining clamps, or
other methods approved by the Engineer.
' Valve boxes installed in the shoulder of the road shall be embedded in a concrete
pad as shown in a typical detail on the plans and as directed by the Engineer.
(h) Connections to Existing Lines: Where connections are made between new
and existing work, they shall be made in a workmanlike manner. Each connection with
an existing line shall be made at a time and under conditions which will least interfere
with water service to affected customers and only as authorized by the Engineer.
When connections are made with tapping sleeves and valves, the tapping sleeve
shall be installed at the proper location and joints completely sealed. The tapping valve
shall be attached and the joint completely sealed. After the valve is attached, the tapping
assembly shall be pressure tested at 150 pounds per square inch for at least 15 minutes to
insure that there are no leaks. After testing and if there are no leaks, the tap can be made.
The tap shall be made in a neat, workmanlike manner, and the cut plug shall be removed.

(i) Service Taps: The Contractor shall install service taps at the locations shown
on the plans or directed by the Engineer. Service taps shall be 1-inch in size unless
shown otherwise on the plans or directed otherwise by the Engineer. The tap into the
main shall be made with a corporation stop and service saddle. The service tap line shall
be copper tubing and shall be carried to the point shown on the plans. The tap shall be
ended with a curb stop installed in a meter box. The corporation stop shall be left in the
open position. Within the first 2 feet from the main, the copper service line shall be bent

' upward and left slack so as to prevent the corporation stop from being pulled from the
main in the event of the Backfill settlement. The service line shall be kept at least 2 feet
below the finished grade from the main to a point behind the existing or proposed curb

DS VIII-9

and gutter line, whichever is applicable.
0) Adjustment to Water Meter Boxes: A meter box shall be installed at each
service tap and the box shall be set such that the top is in plane with the finished grade.
The Contractor shall adjust the elevation of water meter boxes by methods acceptable to
the Engineer at the locations directed by the Engineer. Generally, an adjustment will
consist of adding or removing bricks below a water meter box. Compensation paid to the
Contractor for adjusting water meter boxes shall not be a separate pay item but shall be
absorbed in the appropriate unit prices and/or lump sum prices of items in the Proposal.
(k) Air Relief. Where shown on the plans, the Contractor shall install a 2-inch
tap to expel air from the main. Each tap shall terminate in a cast iron box with cover and
with a 2-inch curb stop. The exact location of each tap shall be recorded by the
Contractor.
(1) Cleaning of Lines:
1. 1. The interior of all pipelines shall be cleaned using mechanical means,
such as a hydraulically propelled foam pig. The cleaning method used shall
be approved by the Engineer and shall not force mud or debris into the interior
pipe joint spaces.
2. 2. All pipeline cleaning shall be performed in the presence of the Engineer.
3. 3. The Contractor shall furnish all materials, pigs, valves, pipe, fittings,
couplings and adaptors, labor, equipment and incidentals required for a
complete and satisfactory job of cleaning pipelines.
4. 4. Payment for cleaning pipelines shall not be a separate pay item but shall
be absorbed in the appropriate unit prices and/or lump sum prices of items in
the Proposal.
(m) Testing of Lines: All pipelines shall be tested and sterilized in accordance
with the following requirements after the pipelines are cleaned in accordance with
Section 8-3 (1) of these Detail Specifications:
A. Pressure Test:
After the pipe has been laid and service taps, lines, and curb stops installed,
all newly laid pipe or any valved section thereof shall be subjected to a
hydrostatic pressure of at least 150 percent the working pressure at the point
of testing or 150 psi whichever is greater.
1. Test Pressure Restrictions: Test pressures shall:
a. Not be less than 125 percent the working pressure or 125 psi
whichever is greater at the highest point along the test section.
b. Not exceed pipe or thrust restraint design pressures.
DS VIII-10

C. Be of at least 2-hour duration.
d. Not vary by more than ?:5 psi.
e. Not exceed twice the rated pressure of the valves or hydrants when the
pressure boundary of the test section includes closed gate valves or
hydrants.
f. Not exceed the rated pressure of the valves if resilient- seated butterfly
valves are used.
2. Pressurization: Each valved section of pipe shall be filled with water slowly
and the specified test pressure, based on the elevation of the lowest point of the
line or section under test and corrected to the elevation of the test gage, shall
be applied by means of a pump connected to the pipe in a manner satisfactory
to the Engineer.
3. Air Removal: Before applying the specified test pressure, air shall be expelled
completely from the pipe, valves, and hydrants. If permanent air vents are not
located at high points, the Contractor shall install corporation cocks at such
points so that the air can be expelled as the line is filled with water. After all
the air has expelled, the corporation cocks shall be closed and the test pressure
applied. At the conclusion of the pressure test, the corporation cocks shall be
removed and plugged, or left in place at the discretion of the Engineer.
4. Examination: All exposed pipe, fittings, valves, hydrants, and joints shall be
examined carefully during the test. Any damage or defective pipe, fittings,
valves, or hydrants that are discovered following the pressure test shall be
repaired or replaced with sound material, and the test shall be repeated until it
is satisfactory to the Engineer.
B. Leakage Test:
A leakage test shall be conducted concurrently with the pressure test.
1. Leakage Defined: Leakage shall be defined as the quantity of water that
must be supplied into the newly laid pipe, or any valved section thereof,
to maintain pressure within 5 psi of the specified test pressure after the
air in the pipeline has been expelled and the pipe has been filled with water.
2. Allowable Leakage: No pipe installation will be accepted if the leakage is
greater than that determined by the following formula:
L=ND P viz
7400
1 L = the allowable leakage in gallons per hour
N = the number of joints in the length of pipeline tested
D = the nominal diameter of the pipe, in inches
DS VIII-11
P = the average test pressure during the leakage test, in
pounds per square inch gage
3. When testing against closed metal-seated valves, an additional leakage
per closed valve of 0.0078 gal/hr/in. of nominal valve size shall be allowed.
4. When hydrants are in the test section, the test shall be made against the
hydrant.
5. Acceptance of Installation: Acceptance shall be determined on the basis of
allowable leakage. If any test of pipe laid discloses leakage greater than that
specified in Section B.2 the Contractor shall, at his own expense, locate and
repair the defective material until the leakage is within the specified allowance.
6. All visible leaks are to be repaired regardless of the amount of leakage.
7. Should any test disclose leakage greater than that allowed above, the
Contractor shall, at his own expense, locate and repair the defect until
the leakage is within specified allowance.
8. The Contractor shall perform the above testing to his satisfaction for
acceptance before having Engineer present for verification and retesting.
All assemblies for testing at time of Engineer's witnessing of test shall be
broken down and reconnected.
(n) (n) Disinfection of Lines: After the lines have been cleaned and tested, they
shall
be flushed thoroughly to remove all dirt and debris which may have collected in the line.
The pipe line shall be tapped on top at the end farthest from the water supply; however, if
a hydrant is installed at this point it will serve the same purpose. Water will then slowly
be introduced into the line from the water system and as water is entering, chlorine shall
be injected into the line through a tap located where the new line is connected to the
existing line. Water shall be flushed off the far end of the line at the same time so that
the chlorine can penetrate the entire new line. The amount of chlorine used shall be
sufficient to give an overall chlorine residual in the water of at least 50 ppm. After the
chlorine has been added to the water, the new water line shall be valved off and the
chlorinated water allowed to remain in the line for at least 24 hours. After this period, the
pipe shall be thoroughly flushed until there is only a normal amount of chlorine present
as determined by the orthotolidine test. Disinfection of the lines and bacteriological tests
shall be in accordance with AWWA C651 (Latest Edition).
In all respects the disinfection of the mains shall meet all requirements of the
North Carolina Division of Environmental Health. Responsibility for all tests is the
Contractor's, and he shall make all arrangements for having the tests made and any
expenses incurred in making the test will be borne by him.
DS VIII-12

u

0

C

(o) Water: Water used in flushing, testing, and disinfecting the lines will be
supplied by the City of Goldsboro at no cost to the Contractor; however, the contractor
shall meet all requirements that the City may impose insofar as the supplying of the water
is concerned.
(p) Minimum Separation Requirements:
1. Horizontal Separation - Water Mains and Sewers: Water mains shall be laid at
least 10 feet horizontally from existing or proposed sewers. Should local conditions
prevent a lateral separation of 10 feet, a sewer may be installed nearer to a water main if.
a. It is laid in a separate trench, with the top of the sewer at
least 18 inches below the bottom of the water main, or if
b. It is laid in the same trench with the water main located at one
side on a bench of undisturbed earth and with the elevation of
the top of the sewer at least 18 inches below the bottom of the
water main.
2. Sewer Crossing Under Water Main: Whenever it is necessary for a sewer to
cross under a water main the sewer shall be laid at such an elevation that the top of the
sewer is at least 18 inches below the bottom of the water main. If local conditions
prevent an 18-inch vertical separation, then the water main shall be relocated to provide
this separation or constructed of cast iron pipe with mechanical type joints for a lateral
distance measured at right angles to the sewer of at least 10 feet on each side of the
sewer. One full length of the water main should be centered over the sewer.
3. Whenever it is necessary for a sewer to cross above a water main or whenever
the above requirements for horizontal and vertical separation cannot be met, both the
water and sewer should be constructed of cast iron pipe with mechanical type joint and
pressure tested to 150 psi before backfilling.
4. Vertical Relation of Water Mains to Storm Sewer: When a water line crosses
over or under a storm sewer, a vertical separation of 12 inches shall be maintained.
5. General Vertical Clearance: When other underground utilities are
encountered, 12 inches of separation should be maintained.
8-4. TESTS AND CERTIFICATION OF MATERIALS
The Contractor shall furnish the Engineer with the manufacturer's certifications
that all pipe and fittings meet the project specifications. The Contractor shall also furnish
certifications for other materials if so specified in the Special Conditions.
8-5. METHOD OF MEASUREMENT
DS VIII-13
Measurement of work performed under this section shall be as follows:
(a) For all pipe, the actual number of linear feet installed by type and size from
end to end through fittings, valves, and specials and approved by the Engineer.
(b) For valves, the actual number installed by type and size complete and
approved by the Engineer.
(c) For tapping sleeves and valves, the actual number installed by size complete
and approved by the Engineer. The valve box at each tapping valve shall be included
with the sleeve and valve for payment.
(d) Fittings shown on plans shall not be a separate pay item, but shall be included
in the unit price bid for water pipe. Should the number or size of water line fittings
change from that shown or required by the drawings, upon written instructions from the
Engineer, payment for such fittings will be per pound.
(e) For fire hydrant assemblies, the actual number installed complete and
approved by the Engineer.
(f) For service taps, the actual number installed, complete, and accepted by the
Engineer. The unit price of the service tap shall include the corporation, tapping saddle,
curb stop, meter box, and necessary fittings.
(g) For asphalt and/or concrete pavement removal and replacement, the actual
number of linear feet of pavement which has been acceptably removed and replaced as
directed by the Engineer. This linear distance shall be measured along the centerline of
the installed water line. The unit price in the Proposal shall include all cost of cutting and
removing the existing pavement and replacing the base and the same type of pavement.
8-6. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above. Such payment shall be full compensation for
all work covered by this section.
DS VIII-14

DETAIL SPECIFICATIONS
SECTION IX
BORED ENCASEMENT PIPE

9-1. DESCRIPTION
This section covers the furnishing of materials, labor, equipment, and
miscellaneous items necessary to dry bore and install encasement pipe as shown on the
plans and where directed by the Engineer in accordance with these specifications.
9-2. MATERIALS
Steel encasement pipe shall have a minimum thickness of 0.375 inches for bores
under highways and railroads and shall meet ASTM Specification A139 with a minimum
yield strength of 35,000 psi. In addition, all pipes installed by boring shall meet all
Department of Transportation or Railroad specifications, as applicable. Steel encasement
pipe shall be bituminous coated inside and outside with a 6 mil. minimum thickness.
Casing pipe and joints shall be of leakproof construction and capable of withstanding
railway or traffic loading.
Carrier pipe, brick, and mortar shall meet specifications described in Sections II,
VII, or VIII of the Detail Specifications, as applicable.
9-3. CONSTRUCTION REQUIREMENTS
(a) Installation: Encasement pipe which is dry bored under highways and
railroads for installation of utility lines shall be installed at the locations and gradients as
shown on the plans or as directed by the Engineer. Encasement pipe shall be installed to
the tolerances as described below. The diameter of the casing pipe shall be at least 2
inches greater than the largest outside diameter of the carrier pipe, joints, or couplings for
carrier pipe less than 6 inches in diameter and at least 4 inches greater for carrier pipe 6
inches in diameter and greater unless indicated differently on the plans. Further, the
casing pipe shall be of great enough diameter to allow the carrier pipe to be removed
subsequently without disturbing the casing pipe and immediate areas.
Pipelines installed through steel encasement pipe shall meet specifications herein
' described and all Department of Transportation or Railroad specifications and guidelines
for installing pipelines through steel encasement pipe. Upon insertion of the pipeline
through the encasement pipe, the ends of the encasement pipe shall be sealed with brick
and mortar or as directed by the Engineer. The seal shall be such to withstand hydrostatic
pressure from ground water and all backfill loads. The Contractor shall provide the
' DS IX-1

means to prevent lateral and vertical movementof the carrier pipe within the encasement
pipe, to include "spiders", grouting, or other acceptable methods as approved by the
Engineer. However, grouting of encasements for water lines will not be allowed.
If required, concrete grout and placing operations shall meet ACI Specifications
304.2R-71. The grout shall be pumped into the encasement pipe until all air voids have
been displaced with grout. The ends shall then be completely sealed to insure the grout
remains in position until cured.
All welded joints in the encasement pipe shall meet or exceed the provisions as
set forth in the American Welding Society Code for Welding in Building Construction, D
1.0-69. Welds shall be made only by welders, tackers, and welding operators who have
been previously qualified by tests as prescribed in AWS D 1.0-69 to perform the type of
work required.
(b) Tolerances: The steel encasement pipe shall be installed as shown on the
plans within the following tolerances. In the event the encasement is installed out of line,
the Engineer will determine if the new alignment is acceptable. If acceptable, any
additional pipe or other work required as a result of the misalignment shall be completed
at the Contractor's expense. In the event the encasement is installed off grade, the
following criteria shall apply. For storm drainage when the encasement pipe is the carrier
pipe, the maximum deviation from the proposed grade shall be 0.2 ft. vertical per 100 ft.
horizontal. However, in no case will an encasement pipe at a reverse gradient be
acceptable. For encasement pipe with a carrier pipe inside, the encasement pipe is
acceptable if the carrier pipe can be installed at the gradient shown on the plans with a
minimum clearance between the encasement pipe and carrier pipe of 2 inches. In the
event the installation of the encasement pipe does not meet the above criteria, the
Engineer has the option to accept the bore if the overall intent of the design can still be
realized without compromising the capacity of the line or the overall area served by the
line or any extension thereof.
(c) Additional Bores: In the event the encasement is installed off grade or
seriously out of line, then another encasement pipe will be dry bored as close as practical
to the original pipe with no additional compensation allowed therefore. The original
encasement must be sealed with a watertight concrete plug (minimum 3 feet deep) at each
end.
Any additional pipe or other work required for realignment of the sewer line with
an alternate encasement location which was required due to improper gradient or
misalignment in the original installation, shall be completed at the Contractor's expense.
In event an obstruction is encountered during encasement boring operations which
cannot be overcome, a second encasement shall be bored at a location designated by the
Engineer. No additional compensation will be allowed for the second encasement
installation. In event an obstruction is encountered in the second installation, at the
direction of the Engineer, a third attempt shall be made to complete the encasement
DS IX-2

installation. Consideration will be given for additional compensation in event a third
installation attempt is required. All abandoned encasement pipes shall be sealed as
' specified above.
9-4. TESTS AND CERTIFICATION OF MATERIALS
The Contractor shall furnish the Engineer with the manufacturer's certifications
that the encasement pipe, carrier pipe, and concrete grout (if required) meet the project
specifications. The Contractor shall also furnish certifications for other materials if so
specified in the Special Conditions.
9-5. METHOD OF MEASUREMENT
Measurement of work performed under this section shall be the actual number of
linear feet of encasement pipe installed complete in place and accepted by the Engineer.
The guidelines for payment of additional bores shall be followed if additional bores are
required.
i 9-6. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract unit price per unit as measured above, and is to include all encasement and
carrier pipe, fittings, spiders, and miscellaneous materials required to provide a complete
installation. Such payments shall be full compensation for all work covered by this
section.

H

DS IX-3

DETAIL SPECIFICATIONS
SECTION XVII
FENCE RELOCATION

17-1. DESCRIPTION
This section covers the furnishing of materials, labor, equipment, and
miscellaneous items necessary to relocate existing fences.
17-2. MATERIALS
The Contractor shall use existing fence materials for all fence relocations.
Additional fittings and accessories required shall meet the requirements of AASHTO
M181. All concrete shall have a minimum compressive strength of 2500 psi at 28 days.
1 17-3. CONSTRUCTION REQUIREMENTS
(a) Clearing and Grading: The Contractor shall limit his clearing, if required, to
only that absolutely necessary to erect a clear fence line. Such clearing shall include
satisfactory removal and disposal of all brush and other objectional material. The fence
' shall be erected to conform to the general contour of the ground. The bottom of the
fabric, wire, or other fence material shall be not more than 3 inches above the natural
ground or shall match the bottom of the existing fence.
(b) Setting Posts: All metal post shall be set in concrete and maintained in a
vertical position. The concrete shall cure for at least 48 hours before any load is placed
' on the post.
Wood post shall be hand set and maintained in a vertical position. All backfill
' material shall be thoroughly tamped. Wood post shall be set in concrete where required
by soil conditions to maintain the position and alignment of the post and where directed
by the Engineer. If the wood post is set in concrete, the top of the concrete shall be
troweled to a smooth finish and sloped to drain away from the post. The concrete shall
cure for at least 48 hours before any load is placed on the post.
' (c) Installing Fabric and Wire: Chain link fabric shall be attached by methods
equivalent to the existing chain link fabric attachment. Chain link fabric shall be placed
' by securing or fastening one end and applying sufficient tension to remove all slack
before making permanent attachments elsewhere. The tension for stretching shall be
applied by mechanical fence stretchers designed for this purpose.
' DS XVII-1

Woven wire fabric shall be stretched taut and securely attached to each post with
a staple in each line of wire and as many additional staples as required to firmly secure
the wire. When woven wire is attached to metal posts, the wire shall be attached by
methods equivalent to the existing wire attachments. The stretching shall be done with
an approved stretcher that will produce equal tension in each line of wire. At each end or
gate post, at the center post in each line brace, and at corner posts, all vertical strands of
wire shall be cut out and each horizontal strand of wire shall be wrapped around the post
and securely fastened by winding the end around the strand of wire near the post.
(d) Installing Fences Other than Fabric or Wire: Fence materials other than chain
link fabric or wire shall be installed by methods equivalent to the existing fence
installation or as directed by the Engineer.
17-4. METHOD OF MEASUREMENT
The quantity of relocated fence to be paid for shall be the actual number of linear
feet of relocated fence, measured in its relocated position from center of end post to
center of end post including gate sections, which has been relocated and accepted.
17-5. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above. Such payment shall be full compensation for
all work covered by this section.
DS XVII-2

' DETAIL SPECIFICATIONS
SECTION XVIII
PROGRESS MEETINGS

18-1. DESCRIPTION
Periodic progress meetings shall be conducted by the City Engineer throughout
the construction period to enable orderly review of progress during construction and to
' provide for systematic discussion of problems.
These meetings will be held monthly at the office of the City Engineer, at an
' agreed upon time and date.
18-2. QUALITY ASSURANCE
'
Persons designated by the Contractor to attend and participate in progress
meetings shall have all required authority to commit the Contractor to solutions as agreed
upon in the progress meetings.
18-3. SUBMITTALS
d
I
a
tems
A. Agen
To the maximum extent possible, advise the City Engineer, at least
24 hours in advance of the project meeting, regarding all items to
be added to the agenda.
'
B. Proposed A eg nda
' 1. Review minutes of previous meetings.
2. Review of Work progress.
3. Field observations, problems, and decisions.
4. Identification of problems which impede planned progress.
5. Review of submittals schedule and status of submittals.
6. Review of off-site fabrication and delivery schedules.
' 7. Maintenance of progress schedule.
8. Corrective measures to regain projected schedules.
9. Planned progress during succeeding work period.
' 10. Coordination of projection progress.
11. Maintenance of quality and work standards.
12. Effect of proposed changes on progress schedule and coordination.
' 13. Other business relating to Work.
' DS XVIII-1

C. Minutes
The City Engineer will compile minutes of each project meeting and will
distribute copies to the project engineer, construction inspector and the
Contractor. The Contractor may make and distribute such other copies
as he wishes.
18-4. MEETING SCHEDULE
The City Engineer to establish a mutually acceptable schedule for project
meetings.
18-5. ATTENDANCE
The Contractor shall have a representative present at the all periodic progress
meetings, unless previous arrangements are approved by the City Engineer.
To the maximum extent practicable, the Contractor shall assign the same person
or persons to represent his interest at all progress meetings throughout the construction
period. Subcontractors, suppliers, and others may be invited to attend progress meetings
in which their aspects of the work are involved.
DS XVIII-2
7

I
d

DETAIL SPECIFICATIONS
SECTION 0270 - SEEDING AND MULCHING
1.01 DESCRIPTION
PART 1.00 - GENERAL
The work covered in this section consists of preparing seedbeds; furnishing,
placing, and covering limestone, fertilizer, and seed; compacting seedbeds; furnishing,
placing, and securing mulch; and other operations necessary for the permanent
establishment of grasses and legumes from seed, including temporary erosion control, on
all disturbed areas; all in accordance with these specifications.
Seeding in Delineated Wetland Areas shall comply with Paragraph 36 of Special
Conditions Section of this manual.
The Contractor shall adapt his operations to variation in weather or soil conditions
as necessary for the successful establishment and growth of the grasses or legumes.
In all operations covered by this Section, care shall be taken to preserve and/or to
improve the existing landscape of the area treated.
Contractor to use seeding specification in supplemental conditions for wetland
areas.
1.02 QUALITY ASSURANCE
' Provide at least one person who shall be present at all times during execution of
this portion of the work and who shall be thoroughly familiar with the type of materials
being installed and the best methods for their installation and who shall direct all work
' performed under this section.
All materials used in the work of this section shall meet or exceed the
' specifications of Federal, state, and county laws requiring inspection for purity, disease,
and insect control.
Seeding and mulching shall be performed on a section by section basis
immediately upon completion of earthwork except that where seeding materials might
contaminate areas to be paved, seeding shall be delayed until after the pavement base
' course has been placed. The pavement surface course shall not be placed until seeding
and mulching is completed.

DS 0270-1

PART 2.00 - MATERIALS
2.01 FERTILIZER
The quality of all fertilizer shall comply with the requirements of the North
Carolina Fertilizer Law and with the rules and regulations adopted by the North Carolina
Department of Agriculture. All areas to be seeded will receive the following fertilizer
application rate:
Area Type Quantity (Per Acre)
All 5-10-10 10001bs.
2.02 LIMESTONE
All limestone shall be agricultural grade ground dolomotic limestone. It shall
contain not less than 85 percent of the combined calcium and magnesium carbonates.
The limestone shall be so graded that 100% shall pass the 10-mesh screen, and 40% will
pass through the 100-mesh screen.
All areas to be seeded will receive the following limestone application rates:
Area Quantity (Per Acre
All 4000 lbs.
2.03 SEED
The quality of all seed shall be in strict accordance with rules and regulations
adopted by the North Carolina Department of Agriculture. Approved seed must be used
on City and NC DOT rights-of-way, and must be tested and certified by the N.C.
Department of Transportation.
Each of the species of seed shall be furnished and delivered in separate bags with
certified seed tags.
Seeding in residential areas is to match existing grass already established.
All areas to be seeded will receive the following rates of application:
Road Rights-of-Way
September 1 to April 1:Kentucky 31 Fescue = 100#/acre
Abruzzi Rye = 25#/acre
April 1 to September 1:Kentucky 31 Fescue = 100#/acre
DS 0270-2

1

Hulled Common
Bermuda Grass = 8#/acre
Yards and Other Areas
September 1 to April l:Kentucky 31 Fescue = 100#/acre
Abruzzi Rye = 25#/acre
April 1 to September l:Kentucky 31 Fescue = 100#/acre
Hulled Common
Bermuda Grass = 8#/acre
2.04 MULCH
' Mulch for erosion control shall consist of grain straw or other acceptable material,
and shall have been approved by the Engineer before being used. Straw mulch that is
matted or lumpy shall be loosened and separated before being used.
Mulch and asphalt tack shall be applied according to the following rates:
' Mulch: 75 - 100 lbs/1000 square feet
Asphalt Tack: 7 - 10 gals/1000 square feet
' Material for holding mulch in place shall be asphalt or other approved binding material.
PART 3.00 - EXECUTION
3.01 SEEDBED PREPARATION

The soil shall then be scarified or otherwise loosened to a depth of not less than 5
inches or otherwise directed by the Engineer. Clods shall be broken and the top 2 inches
' of soil shall be worked into an acceptable seedbed by the use of soil pulverizers, drags, or
harrows; or by other methods approved by the Engineer. All rock and gravel shall be
removed by hand raking or as otherwise directed by the Engineer.

3.02 APPLYING AND COVERING LIMESTONE, FERTILIZER, AND SAND
' General
Seasonal limitations for seeding operations; the kinds and grades of fertilizers; the
' kinds of seed; and the rates of application of limestone, fertilizer, and seed shall be as
directed by the Engineer.
' 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
' DS 0270-3

project. Approval maybe revoked at any time if equipment is not maintained in
satisfactory working condition, or if the equipment operation damages the seed.
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.
During the application of fertilizer, adequate precautions shall be taken to prevent
damage to traffic, structures, guardrails, traffic control devices, and 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.
Limestone and Fertilizer
Limestone should 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 the specified rate of application and
then harrowed, raked, or otherwise thoroughly worked or mixed into the seedbed.
Seed
Seed shall be distributed uniformly over the seedbed at the required rate of
application, and immediately harrowed, dragged, raked, or otherwise worked so as to
cover the seed with a layer of soil. The depth of covering shall be as directed by the
Engineer. If two or more kinds of seed are to be used which require different depths of
covering, they shall be sown separately.
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 or more
kinds of seed are being used which require different depths of covering, the seed
requiring the lighter covering may be broadcast or sown with a special attachment to the
drill, or drilled lightly following the initial drilling operations.
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.
Immediately after seed has been properly covered the seedbed shall be compacted
in the manner and degree approved by the Engineer.
DS 0270-4
P
E

u

3.03. MULCHING
General
All seeded areas shall be mulched unless otherwise indicated or directed by the
Engineer.
Grain straw may be used as mulch at any time of the year. If permission to use
material other than grain straw is requested by the Contractor and the use of such material
is approved by the Engineer, the seasonal limitations, the methods and rates of
application, the type of binding material, or other conditions governing the use of such
material will be established by the Engineer at the time of approval.
Preparation for Mulching
Before mulch is applied on cut or fill slopes which are 3:1 of flatter, medians,
shoulders, and ditch slopes, the Contractor shall remove and dispose of all exposed stones
and all roots or other debris which will prevent proper contact of the mulch with the soil.
ApplyinlZ Mulch
Mulch shall be applied within 24 hours after the completion of seeding unless
otherwise permitted by the Engineer. Care shall be exercised to prevent displacement of
soil or seed or other damage to the seeded area during the mulching operations.
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. Thick clumps of straw are
not permissible, as a uniform coverage is expected.
Holdine Mulch
Mulch shall be held in place by applying a sufficient amount of asphalt or other
approved binding material to assure that the mulch is properly held in place. The rate and
method of application of binding material shall meet the approval of the Engineer.
Where binding material is not applied directly with the mulch, it shall be applied
immediately following the mulch application. An extra application may be necessary in
bottom of drainage swales to prevent erosion.
3.04. MAINTENANCE OF SEEDING AND MULCHING
Areas where seeding and mulching have been performed shall be maintained in a
satisfactory condition until final acceptance of the project, at no additional cost to the
owner.
DS 0270-5

Maintenance shall include mowing at the location and time directed by the
Engineer.
Areas of damage or failure due to any cause shall be corrected by being repaired
or by being completely redone as may be directed by the Engineer.
Where correction will require extensive seedbed preparation, or where earthwork
repairs or complete reshaping are necessary, the seeding and mulching shall be redone in
accordance with this section.
3.05 PRECAUTIONS
During the application of asphalt binding material, or other approved binding
materials which may cause damage, adequate precautions shall be taken to prevent
damage to traffic, structures, guardrails, traffic control devices, or any other
appurtenances. The Contractor shall either provide adequate covering or change method
of application as required to avoid such damage. When such damage occurs the Contract
shall repair it, including any cleaning that may be necessary.
The Contractor shall take sufficient precautions to prevent mulch from entering
drainage structures through displacement by wind, water, or other causes and shall
promptly remove any blockage to drainage facilities which may occur.
3.06. METHOD OF MEASUREMENT
Seeding and mulching which has been completed and accepted will be measured
along the surface of the ground in units of square yards.
3.07. PAYMENT
Payment for work performed under this section shall be on the basis of the
contract price per unit as measured above except that when the contract does not contain
a unit price for Seeding and Mulching, payment shall be absorbed in the appropriate unit
prices of items of the Proposal.
DS 0270-6
, 0
FOR THIS SANITARY SEWER ~ . - T. ~ 1 ~
SEE SHEET 9 ~ D o ~ZA ~
FP&S BM 14 ~ ~ '
GURLEY J 1SSAC FARMS ARMS INC i' wAO I I _ - y
W NEW HOPE ROAD OPE ROAD ~ a z ~ " o
PO BOX 1661 H- - - MH 30 GOLDSBORO NC 2753: )X 1661 CONSTRUC110N ~ NC 27533 -
, TAX ID 06- 61 - - h- # 3 0 85 4 MH 31 s ENTRANCE EXIT ~ r, ~ ~ 3610-85-4129 ~
~
~ 1 I ~ i _ ; ~ I I MH o 0
;i N ' V 'r,i I ~ i
4 -0- i I i
„ r"" $EtfA"ST"--PA-Tffi0i1?~1.._ - - SANITARY DIS I T ~ it ~l il~
a~s~o ~919j731-2310- - --m~_..,~..- - - - t~ 1 O I ! ; ; ----9 --~-T~-
46+00 47+00 48+00 49+00 50+00 51+00 P ---r; -c------ - ~ .E. VARIES ; `
52 0 53+00 ~ ~ ~ ~ , ; 54+00 55+00 56+ ~ - _
~ _ .v___
~e W W
HAR ROAD SR 1570 As c H) m
~ ) l ) 60l R/W _ - D C~
w
t ~ fA-.-"~' p~_.-:..~ r-_i.-.-.. max.. . X......_.__ , - i .I fw._ r ~-*-r-_. - 1 r_.._.- x
! 1 $TN I CLF o ~..~-+`~l (r ON ~ ~ ~ q P ~ X ¢ ~ ! I 1 ~ ,I, Vii! ! ON !f pN ~ ~ x ~ l ~
` " 0 I nJ 0 I ~ ;II r ' ~ WELL { O ~ ; i` 'a I WELL O ~X L~ r z :r_~0 ~ ~ o ~ ~ TPED
~ i~ I i0 I 1' I ~ 4 i~ ! Q i i j! ~ 25 fix ~ FO TPED
I ! -0 I I I% I X i;; 4 p I , 1 ~ << 125 _ m a I it;!1' y N
I I ~ ~ i I 1 ; ~ ~4 ; SEWER , ; I ~ i I r-1~ X ;I ~i I 11 ' ~ r ! i
I i ~ ~ jI ~ ,I,, I ti a I ~ ~ I !SERVICE ~~1 , ! t o N I ti ~'V~ELL Z ~ I ~n i i( Q p I w ~ +j
~~I l'`=a, ~ + ' I ~ 302 ~ ~ r I 292 ' < !Is ; ; 3i8 ~ (TYPICAL i ; I I 336 0 I 1 , : ,r I 0 4 344 I I i'' ! 0 ~ i I ,t~ t
I I ?i,. rn ` X I 'r, p 1~~ ! I I~
I I x if'; I. I ~ j~ Q p It~~. t a i I ~ I ~ ~ ~ O ` li% Q f 358 ~ I~; o I 2s
I t ~ I ~ i X I I ~I? \ i~ ~ ` A x X I I fl ~ ~
.d I Q x I I /;Ji ' g
I ~ I ~ (n { t X i ~ I ~ ~ ~ I ~Y ~~~5~
~ l f ; X I I x I r'{ 366 r~ I I 1480 x l l p~ ,1, f i f-~ X '-i ! ~I I
I ~ 'I ,I I I i r ~
~ ~ I ` S t i i. ~ i I 1 rt ~'i ~ ~ I I I i u;I
A i , I'' j
3028 IDS r~
~r
~F ,
+ I 130
I
I - 130
Z
EX ST. ROD A
120 " A ER M 1N
r PP 0 1M TED T 12O
3 - 1•
v ~ - 4 LF 0 0. 1 0 37 2
V E
a 110 rn
v ~i
N 110
O
O O N
r
O
O
O
rn
100 0
a
W 100
Q
m
.3 a
a -
o -
3 ~
~ m W
_ ~ 1A v
46+00 m 47+00 48+00 4
9+00 50+00 51+00 52+ 52+00 53+00 54+00 55+00 56+00 CAD NUMBER
~ Rev. NO. DESCRIPTION DATE BASE-GOLD DATE BY APP'D O+ ~ ~ ` ~ _ _ ~ SCALE
.~>>~~~UUNUp4,, A ,~~IUI{III111N,. ~
UARO HORIZ. 1" = 50' H ARE ROAD PROJECT NUMBER
FP&S BENCHMARK 14 ARCADI!i VERT. 1 = 5' 12 DESIGNED BY PROJECT NUMBER
SEAL EAL " ELEVATION: 126.88 - - MSC REEDY BRANCH SANITARY IOL0301 001 B I
; 19697 = - " NAIL IN PP 18101 s 0
% S DRAWN BY DATE ARCADI FPS SEWER IMPROVEMENTS
~Ft o ~0 Om Centerview Drive, suite 206 MSC 11812004
s. cP\, q l-AM\v ~~rrl 11111 ~ 111 A o runic ,~a 111fII11111 Greensboro, North Carolina 27407 Te 336-292-2271 Fox 336-665-5648 CHECKED BY
~ V a www.arcadis-us.com WTR 10 24 GOLDSBORO, NC

1
l
t
1
I
I
i
y
i
1 r0 1 MMyg RO
AD .
/ ~ t
• S 1 '
I r' 's .
1 ^o
i
o~- 1 ~
~P 0 ~ Q
\ oe . ' N 2- ~ OR
WAYNE - ._~Wh g~R DYNE - OPf R ~ Oq0
COMMUNITY - )MMtJNITY _ SR) Oqp ,rP ` )LLEGE 003
~ COLLEGE ~ - r -

. ~ ~
- ~G -/P . - G _ / P~
_ ~ ~P
~o . ~~J - - J~ ' ~0
~ ~ y6y ~y
• ~ PQ 1 - 1~ 5~ J`'
~p0 ~ - 0
4~. • ~ n ESQ- . ti ¢e- ~4 0~5
~ ,~,E E¢
S ~0 y ~Yp ~'o
,qSS 9
,gbh ~
5R '
R~J~ ~N~ 0
Z q..e NPRQ ~
- \ti~ z ~ ti ~ti0 - NE ...r
W W HOPe ~ . . i~ . . ROgp
o ~ 9~~ 2 ~ ~qR
~ NORFO E. ROYA T S <<AV
OUTHeR fN~f N
ASy ~ SR ~5
60 btu
~ I
~ ~S ' ~ h r
FRR ~ W / ~ _
~ ~ ~
~ ~ \
z ~ J
I ~ ~ US I
~ ~ BU G ~NfS /
S SPAN 565
SR 1
LOCATION PLAN
1" = 1500'
3
0
E
n.

r r~i
N 0
v
0 0 ~J
r O
O
O U
3
O
J Q
N
C 3
0 L
O L
m 2 N
L U C
O L
m T
Q~
`\~111111^Illl!!!J~ ,\\1111414111lI!/!i. I / t
I ~
One Centerview Drive, Suite 206
Greensboro, Noah Carolina 27407
Tel: [phone] Fax [phone]
www.ancadis-us-com A - AL
0 F") g 18101 ,
0 0
0 1/8/2003 i
V QQ
L a Mo4-

ABBREVIATIONS GENERAL NOTES SHEET INDEX
roMMys Ropy AEIANDONED ABAIJD SHEET
• ~ rsR ,5,,~ ASPHALT ASPH 1. EXISTIM 1. EXISTING UTIUTIES ARE SHOWN FROM THE BEST AVAILABLE INFORMATION AND ARE N0. SHEET DESCRIP110N
.,0 ASPHALT SURFACE TREATMENT AST APPROXIMAT APPROXIMATE. iT iS THE CONTRACTOR S RESPONSIB(UTY TO VERIFY THESE AND OTHER
~~9 BACK OF CURB BC U11U11ES BEI U11UT1ES BEFORE STARTING CONSTRUCTION. NOTIFY UTIUTY LOCATING COMPANY (ONE CALL 1 COVER SHEET
• o EIASE LINE BL 1-800-632- BEARING BRG 1-800-632-4949) FOR UNDERGROUND LOCATIONS AT LEAST 48 HOURS IN ADVANCE. 2 INDEX, GENERAL NOTES & VICINITY MAP
• BENCH MARK BM 2. CONTRI 2. CONTRACTOR'S OPERATION OF EQUIPMENT AND MOVEMENT OF MATERIALS SHALL BE
~ ~ BOTTOM BOT RESTRICTED RESTRICTED TO RIGHTS-OF-WAY AND EASEMENTS. DEVIATION FROM THE AREA WILL NOT BE 3 PLAN & PROFLE -REEDY BRANCH CREEK -STA 0+00 TO 12+24
CATCH BASIN CB PERMITTED V PERMITTED WITHOUT WRITTEN APPROVAL FROM THE PROJECT OWNER AND PROPERTY OWNER. 4 PLAN & PROFILE -REEDY BRANCH CREEK -STA 12+24 TO 24+22
/ CENTER UNE ~ l
• CLEANOUT CO 3. THE CC 3. THE CONTRACTOR SHAU_ MAINTAIN ACCESS TO AU_ PROPERTIES ADJACENT TO THE 5 PLAN & PROFILE -REEDY BRANCH CREEK -STA 24+22 TO 36+67
• ~ CLEAR CLR PROJECT AT PROJECT AT ALL TIMES. 6 PLAN & PROFILE -NEW HOPE ROAD -STA 0+00 TO 11+40
CONCRETE CONC 4. GRAPHICAL RIM ELEVATIONS SHOWN ON THE PLANS ARE APPROXIMATE. MANHOLES TO
h~ = CORRUGATED METAL PIPE CMP 4. GRAPHI CABLE N PEDESTAL CPED BE SET EITH BE SET EITHER FLUSH WITH PAVEMENT 2-INCHES ABOVE IXISIING GROUND IN LAWN AREAS 7 PLAN & PROFILE -NEW HOPE ROAD -STA 11+40 TO 20+59
~ n° y~ CURB INLET CI OR 2 FEET I OR 2 FEET ABOVE FlNISH GROUND IN EASEMENTS. 8 PLAN & PROFILE -HARE ROAD -STA 20+59 TO 31+49
ro ~ y~ CUBIC FEET CF
F`~y °j ~ DEMOLIRON DEMO ~ 5. PRIOR ~F e° DETAIL DET DET 5. PRIOR TO THE INIT1A110N OF CONSTRUCTION ACTIVITIES, CONTRACTOR SHAU_ PUT IN 9 PLAN & PROFILE -HARE ROAD -STA 31+49 TO 46+35
Roq ; PLACE SUCH o ~ ~ DIAMETER DIA c PLACE SUCH TEMPORARY EROSION CONTROL MEASURES AS INDICATED ON THE PLANS. THESE
rsR .r MEASURES . DROP INLET DI THEIR EFFEC MEASURES SHALL BE INSPECTED AND EVALUATED DURING CONSTRUCTION OPERATIONS FOR 10 PLAN & PROFlLE -HARE ROAD -STA 46+35 TO 56+09
° o°J~ OROP MANHOLE DMH FROM THE N THEIR EFFECTIVENESS IN PREVENTING EROSION MATERIAL AND SEDIMENT FROM DISCHARGING _ IRED N 11 PLAN & PROFlLE - CUYLER BEST ROAD STA 0+00 TO 13+34 FROM THE WORK AREA. IF REQU , A D AS DIRECTED BY THE OWNER, ADDITIONAL
Sy DUCTILE IRON PIPE DIP TEMPORARY TEMPORARY EROSION CONTROL MEASURES SHALL BE INSTITUTED AND INSTAU.ED. 12 PLAN & PROFILE - CUYLER BEST ROAD -STA 13+34 TO 28+30
~ 6 EASEMENT ESMT
OR61p EDGE OF PAVEMENT EP Row 6. A MINII+ 6. A MINIMUM 12-INCH VERTICAL CLEARANCE BETWEEN SANITARY SEWERS AND STORM 13 PLAN & PROFILE - CUYLER HEST ROAD -STA 28+30 TO 40+42
ELEVATION ~ AIN SHAI DR S ENGINEER ENGR ARATION DRAINS SHALL BE MAINTAINED. A MINIMUM 18-INCH VERTICAL OR 10-FOOT HORIZONTAL
• ~ ISTING IST ~ SEPARATION BETWEEN WATER MAINS AND SANITARY SEWERS SHALL BE MAINTAINED. IF 14 PLAN & PROFILE - CUYLER BEST ROAD -STA 40+42 TO 52+35
S IX IX, EX h ti IXIST IRON PIN pp EITHER MlNltt EITHER MINIMUM CLEARANCE CANNOT BE MAINTAINED, DUCTILE IRON PIPE SHALL BE REQUIRED 15 PLAN & PROFILE -NEW HOPE ROAD -STA 52+35 TO 66+93
• ~ GROUND GND FOR BOTH U FOR BOTH UT1UTiES.
z - HEADWALL HW y ~ 7. IN PAV 16 PLAN & PROFILE -NEW HOPE ROAD -STA 60+00 TO 68+64 7. IN PAVED AREAS, CONTRACTOR SHALL PLACE STONE BASE MATERIAL IN TRENCH UPON
HORIZONTAL HORIZ COMPLETION OF PIPE INSTALLATION TO MINIMIZE EROSION OF TRENCH PRIOR TO PAVEMENT 17 PLAN & PROFILE -NEW HOPE ROAD -STA 68+64 TO 81+02
• INVERT INV COMPLETION IRON PIPE IP REPLACEMEN REPLACEMENT.
. LINEAR FOOT LF 18 PLAN -WATER SYSTEM IMPROVEMENTS -STA 0+00 TO 23+80
MANHOLE MH 8. PROTE( 8. PROTECT ALL PROPERTY MONUMENTS AND PINS. MONUMENTS AND PINS THAT WILL BE 19 MISCE LLANEOUS DETAILS
MAILEiOX MB DESTROYED DESTROYED DURING CONSTRUCTION SHALL BE REFERENCED AND REPLACED BY A PROFESSIONAL
MAXIMUM ~ LAND SURVE LAND SURVEYOR. 20 EROSION CONTROL DETAILS
MINIMUM MIN 9. CONTRACTOR SHALL LOCATE AND EXPOSE ALL CROSSING UTIUTIES INCLUDING WATER MAINS, 21 SANITARY SEWER INSTALLATION DETAILS
MONUMENT MON 9. CONTR STORM CULVERTS, ETC. PRIOR TO INITIATION OF CONSTRUCTION ACTMTIES TO VERIFY ELEVATION
N NUMBER , NO STORM CUL1+ x PROPERTY LINE AND MINIMUI AND MINIMUM CROSSING CLEARANCES. 22 STORM SEWER & PAVING DETAILS
~ R 1 ~ QUANTITY QTY
n REINFORCED CONCRETE PIPE RCP 10. CONTR 10. CONTRACTOR SHALL MAINTAIN WATER AND SEWER SERVICE TO ALL PROPERTIES AFFECTED 23 STORM SEWER & PAVING DETAILS
l RESIDENCE RES ~ THE WOF 4~ BY THE WORK DURING THE COURSE OF CONSTRUCTION. 24 STANDARD WATER INSTALLATION DETAILS
Rey - RIGHT OF WAY ROW 0 / I HT OF WAY MONUME 11. SANITA 11. SANITARY SEWER PIPE MATERIAL IS PVC UNLESS OTHERWISE NOTED.
o R G NT RW
. _ ~ ~ SANITARY SAN ~ ~ _ 12. THE C01 . SEWER SWR 12. THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT THE EXISTING PUWT
~ UARE FOOT MATERIAL Ol SQ SQ Fi• MATERIAL Dl MATERIAL OUTSIDE THE PROJECT AREA. ANY COST INCURRED FOR REPLACEMENT OF SUCH LEGEND
~ SQUARE YARD SQ YD MATERIAL DUE TO THE CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
t~ ~y • • ` STATION STA _ ~ i 3. FOR MA i 3. FOR MANHOLES AND VAULTS WITHIN NC DEPARTMENT OF TRANSPORTATION RIGHTS-OF-WAY, ~ EXIST. SIGN
STONE STN / ~ ONLY PREAP ONLY PREAPPROVED MANUFACTURERS AND STRUCTURE DESIGNS BY THE NC DEPARTMENT OF
~ STORM STM TRANSPORTA . ~ TELEPHONE T, TELE PRE-APPR01 TRANSPORTATION MAY BE PROVIDED. IF A STRUCTURE DESIgd IS PROP06ED WHigi HAS NOT BEEN ~ EXIST. LIGHT POLE
TELEPHONE PEDESTAL TPED PRE-APPROVED, CONTRACTOR SWILL PROVIDE ALL STRUCTURAL CALCULATIONS AND COORDINATION
~ • • WRH THE NI 4~ TO BE REMOVED TBR TIME WILL B WITH THE NC DEPARTMENT OF TRANSPORTATION TO OBTAIN APPROVAL NO EXTENSION OF CONTRACT ~ EXIST. UTIUTY POLE TIME WILL BE ALLOWED FOR THE APPROVAL PROCESS.
~ 1 THICKNESS THK SAN FM EXIST. SANITARY SEWER FORCE MAIN
TYPICAL TYP 14. MANHOL 14. MANHOLES NOT LOCATED IN PAVEMENT SHALL HAVE FRAME SECURELY ATTACHED TO CONCRETE
~ UNDERGROUND UND MANHOLE WI MANHOLE WITH ANCHOR BOLTS. ALL iNANFtOLE FRAMES AND COVERS SHALL BE VENTED, BOLT-DOWN. c EXIST. GAS UNE
y VERT COVERS INDI WATER MA{N WM COVERS INDICATED AS WATERTIGHT SHALL NOT HAVE VENT HOLES.
~ WATER SERVICE WS 15. INSTALL - r r - EXIST. TELEPHONE 15. INSTALL TEMPORARY SEDIMENT BASINS WHERE INDICATED. PROVIDE BASIN TO MINIMUM
J ~ AND WIDTH ~ ANO WIDTH DIMENSIONS INIICATED, BUT WITH NOT LESS THAN 1.800 CF OF SEDIMENT STORI4GE _ - ~?"RCP -
~ PER ACRE C PER ACRE OF OISNRBED AREA. - - - - - - EXIST. STORM SEWER
wM
16. CONTRA 16. CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH UTILITY COMPANIES FOR THE TEMPORARY EXIST. WATER METER
SUPPORT OF ~y OPERATIONS. SUPPORT OR RELOCATION OF IXISTING UTiUTY POLES TWIT MAY BE AFFECTED BY CONTRACTOR'S 12" warER MaiN OPERATIONS. ANY COSTS ASSOCIATED WITH THIS WORK SWILL 8E WCLUDED IN THE CONTRACTOR'S W EXIST. WATER MAIN
BID. BID. 18" SAN. SEWER
saN EXIST. SANITARY SEWER GRAVITY MAIN
17. ALL ER( 17. ALL EROSION CONTROL MEASURES SHALL CONFORM Tn THE STANDARDS SET FORTH IN
THE NORTH THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES vE EXIST. UNDERGROUND ELECTRIC
EROSION AN EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
18. THE FOl EXIST. CURB & GUTTER 18. THE FOLLOWING STANDARDS AS APPEARING IN ROADWAY STANDARD DRAWINGS, DESIGN SERVICES
UNIT, NC DE UNIT, NC DEPARTMENT OF TRANSPORTATION, LATEST REVISION, ARE APPLICABLE TO THIS PROJECT PROPOSED SANITARY SEWER & MANHOLE
AND BY REF AND BY REFERENCE HEREBY ARE CONSIDERED A PART OF THESE PLANS.
o ~ PROPOSED WATER MAIN
E ~ oR`~ STD N STD N0. TITLE
a _ ~ 840.1 TEMPORARY STONE CHECK DAM 840.15 BRICK DROP INLET _
• 4y 840.1 i 840.16 DROP INLET FRAME do GRATE ' `
sP ~ ~aR9 840.7' .71 C CRETE AND BRICK PIP P G TEMPORARY SEDIMENT BASIN (WITH MiN. LENGTH X WIDTH) 840 ON E LU
N • "cti 1605.1 1605.01 TEMPORARY SILT FENCE ii
~ 6S 1p O _ _ _ _ _ _ _ _ _ FABRIC DROP INLET PROTECTION
O N
r ' O -sF sF- TEMPORARY SILT FENCE
a VICINITY MAP R PROPERTY LINE
0 - - RIGHT-OF-WAY LINE
T O J
O~ 20o RESIDENTIAL HOUSE NUMBER
3
N O PROPOSED GRASS-LINED CHANNEL (GLC)
N
J
N
L 3 PROPOSED ROCK PIPE INLET SEDIMENT TRAP TYPE "B"
0 L
0 L
3
to - • - • - • - - - FLOODWAY BOUNDARY
s U C
O L 100- TOPOGRAPHIC CONTOURS PROJECT NUMBER
m
v' GOL0301-001-B1
v REV. NO. DESCRIPTION DA1 ~ AA DATE BY APP'D SCALE CAD NUMBER
.~O~NWUUU~~~, ,\1111111111Ul1j~.11 / ~ ~c ninrrn Inln~u f'_~frl~'RAI t~i(1T~C J2r 1/l(`INIITY ~~~P nni i i~~nn
GARO ® M-) IVVIC 1 n1vL-1%p vL 9NL-9NIAL- nv I?-v w ~vn~i I I mI a VVLU01VL
DESIGNED BY CONTRACT
o f ; MSC REEDY BRANCH SANITARY k
19697 18101 DRAWN BY DATE
ARCM FPS MSC SEWER IMPROVEMENTS 1Z812004 One Centeniw OrWe, Sine 208
Groenaboao, MO Camino 21401 CHECKED BY
s. CNV HqM\V Wllo\ a 1 Ted 336-Z92 2211 Fay 336-855-568 GOLDSBORO, NC 2 of 24
L .+w.a-usaom WTR
a

`ti....~. FOR THIS SANITARY SEWER
WA YNE COMMUN vE COMMUN SEE SHEET 4 1TY COLLEGE
WAYNE M M( E VAYNE MEMORIAL DR
~ ~ 3000 WA Y NE M 0 WAYNE MEMORIAL DR
PO BOX PO BOX 8002 MH-4
GOLDSB ORO, ~ )LDSBORO, NC 27533
TAX ID 06-36' EXfST. MN fD# 06-3610-42-6791
RM ~ E OVE EXIST, STUB PIPE
-

MH- 1 ~ DSM 2
DSM ~ f' DELINEATED WEi MH-2 ~3+00 DELINEATED WETLANDS _
~ , ` , i' O 0,-
~a ~ ~ f _ r' X- ~
` 5 ~ ~ ; _ ,Sp,. - ~ , _ - I I ' \ , Ol ~ , p ~ = ~
_ _ -_..e.... .l i ~ ~ ~ '
. i T.C.E....._ tt ..rte i t I 1 ' ~ ,
~`r - P.E. 7+OQ 0 '~1 1' ~ ~ P.E. ~ ~ ; s+oo ~ ~ ~o _ _ - ~ _
~ V ' ~ SpN I 1 ~6~ 6+OC Se 5+00 . . ~ i ~ AO r' / ~
F ~ _ ~ . ~ 1~~ 1 s p-- • , _N_.a ~
R _ ~ . . q ~ _ - N ~ ~ - , . ~ . ~ _ i f \ ~ ~ , mo't` _ ~ ti • ~ r,_. , 4 .
C ti ~ ~ - - 5 ,r ` C ~ g . _
; , ,f ,._,,...Q A.-,_~_ z_-____ , , 6 ~ ~ W UND RY D ~ ~ AY BO FL00 ,_...A .
~ Y _ - _
~ . • RY - 95
. , . - J J-..~,.-. ..i f • • r'
. ~ r,. . ' - MH-3 • ..,ter ~1,~,
r ; o _ , .
~ <<A . . ND ~
SWAMP/BEAVER PO
~ ; ~ ~ RY
~ ~ ~ i, , 60UNDA OoWA~ - f j -
, ~ ~ ~ O 1 G
, , ~ ~ O O
tY~~

• ~ ~
• ~ ' • ~ FP&S BM #1
~ o ~ ~ t0 _
` o , ~ v 'P• ~ ~ . F(pODWA
OODWpy g0 . ~ UNDgRy • _ m
~ ~ ~ • ` ARY ~l ~ .
C' ~P~
m 0~~ 7
W • • , ,
F~~% ~ /
N
~ t0 M
m ~
F- - I
2 ~
100
r
rn
i PI z
IN E N ~
z
IP
90 EsT~
90
E BNS
E D
3
_ _ - _ _
80 '"a;~:: a°^i iii.. a - o ~ - -
0 0 0. 8~
N
0
0 o ~
N n
O
Q
70 D J
W 70
Q 07
C
3 a L
O L
ti 3
s V C
0
0+00 1+00 2+00 3+00 4+00 5+00 6+01
6+~~ 8+00 9+00 1 O+OO ~ ~ +OO n CAO NUM 12+0o BER
BASE-GOLD
REV. NO. DESCRIPTION pgTE I n `\~Nliiiu~ilirrrr/6 \\`~`lillllfl/~~r` DATE BY APP'D SCALE
_ DDf1 iC!`T Alt 1~1~~0
i "UHIZ. ' = 50REEDY BRANCH CREEK v `v V
r- i VERT. 1" = 5 AKLAL)I,*,) R
FP&S BENCHMARK 1 DESIGNED BY PROJECT NUMBER
ELEVATION: 91.64 EAL = AL " NAIL IN 16" TREE 19697 MSC/MJK REEDY BRANCH SANITARY GO L030100161
o 18101
% ARCADIS { DRAWN BY SEWER IMPROVEMENTS DATE One Centerview Drive, Suite 208 MSC 11812004
Greensboro, Worth Carolina 21407
o air[flit%~1 ` D L ° ~l I Tel. [phone] Fox 336-M-5648 CHECKED BY
a www.aroodis-us.com WTR GOLDSBORO, NC 3 OF 24

O
r7
O
O
C7
v
v
0

~~'-4~ r~ i ~ iiij ''~i 4; ~ t I' i I i
~ I~';u f~! i iil~
,4 jf; ~ ~ ~ f ~ ,--y , ! i t, F I, t
, , i ~ ~ ~
' ~ x~ 4 1 Leis
MH-8 fil'I 1~', ) 1 , . { ~ l t'~t jay WAYNE COMMtINlTY COLLEGE t~, } x,
FP&S BM 7 TRS OF WA YNE CC MH-9 W NEW I W N ~i~ i i~i ~',i I''.i~ _ ~ / k~k EW NOPE RO - ,~Z_ it~ ~ -
3000 WA YNE , ; )00 WAYNE MEMORIAL DR ~ , ~ ,
GOLDSBORO ~ ~ t GOLDSBOR 7 ~ ~ c D, NC 2 534 ,
DSM 5 TAX ID# 06-~ _ STR:~~TO < X ID 06-3610-53-7753 ' ~ , # , , % ,
DSM 6 n 1 l ~ I~ 'i 's i f~~ 36 STEEL ENCASEMENT , ~ I - ,~1~ ~ , ,
MH 10 - ~ .A ,
~ ~--M- DELINEATE MH-7 / " - o j M- DELINEATED WETLANDS j ` o n , C ~PL~ ~ w
0 ~ ` ~ . rn 1 ~ ~ ~ - ~
r ~0 ~ MH-11 - , . - - _ N
~ / ~ FP&S BM #6 , . _ -
- - i 105 v ,
/ ~ ~ - _ 4_.-__ ~ , ~ o BORE •C o
r ~ , 2Q' ~ .
i ~ ; A ~ - _ r_~
r ~ , _ ~ - r ~ ~ _ . r.; ~ r' 168 ° ; (
~W f s ~ r ~ ~ ~ ~ s - . f r" w -
/I . - _
~ ~ ~ , ~1 d' :
r ~ - ,.y , ~i~ ` 5 / ,c' r'~ ` ~ % SWAMP~BEA VER POND t i ~ ~ r' r , ~ .~r ~ . ~ ~ ~ ~r~ ~ , ~ 1, ~ , ~ f i!„y • _ ti ~ ,pig i
~ , O ~ i i t F , (n ~i ~i
1 l f ~ ' ,
y ~9 { . FL - - ODWAY BOUNDARY i - t"" ~ u ' FLO . li I
. . ~ • ~ ~ ~ •~?.,~~AY 80UND ~ i , I i~ i ~L ~ , i ~ - ARY ~ t 4' ~ • FPd~S BM #8 ~ ~ ~ ~
_ r_ _ 95
FOR THIS SANITARY~~Bf~.~ ; ; • ~ ' • . ~ ISOtTL ~.-^1'~ .
SEE SHEET 4 - - • ' ~ ~
~ ' s. . . . . i+~. . . l ' t
• ROODWAY gp'• ' ,
. O N + ~ ~ R , i DARY ~ l ~ F ~ ti '
O 1 ~ , FP&S BM~9 • I 3
1 r Y BOUNDARY _ - A 0
D FLOOD . O ~ i ~`ti \ i' ~ ~ ~ 'E
~ ; ~ ; v • . o ~ I ~
/ i • m r FAR IS SANITARY SEWER
O . I L S ~E S ET fi'~.
O ~ /
O pPR frt . ~ p~~ / co W i t
0 rr ~ ~ m i P ~ ~ ~'r ~ ( k:
~ apO. •2 ~ \ CJ l
~ F~ r i, t0 - ,t ,
v f 1~ T., ~ ~ DELINEATED WETLANDS --~vw.
~i J l~~ ' ios _
~ ~'I
iC ~ ~ f ~N ~ ; 1 ' °t

O• o c
N
110 0
110
W -
r.
z ~ -
- P z
~ MI . 2' 8 I 0 P -
100
100
"wr A
3
0 V
90 a
~o 90
N 0
v - - - - = - - o _ - _ - - - 0
N - - - _ - - -
• 3 Z I z' I
0
~i
o~
80 a N
J
I W 80
Q
m N
C .3
0 L
Q
L 3
L U
C
O 22+00 ` 23+00 24+00 m 25+00 26+00 27+00 28+0
0 29+00 T 30+00 31 +00 32+00 33+00 34+00 35+ 00 36+00 37+00 CAD NUMBER
FP&S BENCHMARK 6 FP&S BE NCHMARK 7 FP8cS BENCHMAp p RE,.. I RK 8 i~i~i~ No. DESCRIPTION ELEVATION^^^114.65 ELEVATION: 103.74 ELEVATIONS 9R 3R ,~~~tllnntq~,, BASE-GOLD ~ DATE BY APP'D ~ ~ ~ ` ~ ~ - ~ SCALE
Q IVXIL IIV ,rctt NAIL IN TREE NAIL IN TREE UAW \ 1~ C HORIZ. 1" = 50' REEDY BRANCH CREEK PROJECT NUMBER
O ' ~S Z
i ARCADIS VERT. 1 = 5 IQ DESIGNED BY PROJECT NUMBER
FP&S BENCH - - EAL 10 EAR - a MARK 9 FP&S BENCHMARK MSC/MJK REEDY BRANCH SANITARY GOL0301001B1
o ELEVATION: 97.85 19697 18101 ELEVATION: 104.67 , p NAIL IN TREE PK NAIL IN PAVEMENT v
DRAWN BY DATE ARCM FK SEWER IMPROVEMENTS
qF ,,o 4 0 One Centenriew Dn", suite 208 MSC 11812004
Greensboro, Noy, Carolina 27407 CHECK
a is ~ Te: 336-292-2271 Fm 338-655-5648 ED BY www.aroadis-us.com WTR 5 of 24 GOLDSBORO, NC

120
110
100
VAN ROEKEL JOHNNIE & WIFE
LT 1 CASSEDALE #1
100 CASSDALE DR
GOLDSBORO, NC 27534
TAX ID# 06-3610-64-4571
FOR THIS SANITARY SEWER
SEE SHEET 5
FP&S BENCHMARK #10
ELEVATION: 104.67
PK NAIL IN PAVEMENT
m
FP&S BENCHMARK #11
ELEVATION: 124.04
NAIL IN PP
1+00
2+00
3+00
�tt11111111!!! � REV. NO.
�N CAR04
�EAL = = EAL
• 19697 = — 18101 '
HAM�L %)'Iper
�lal0� //''�///l1111111i�f
GURLEY J ISSAC FARMS INC
W NEW HOPE ROAD
IRA
4+00 5+00 6+00 7+00
D E S C R I P T 1 O N DATE BY APP'D
ARCADIS
MGM "s
one Centerview Drive, Suits 208
Greensboro, North Carolina 27407
Tel: [phone] Fax [phone]
www.anwd'is--uscom
1
• oc
SCALE
HORIZ. 1" = 50'
VERT. 1" = 5'
DESIGNED BY
MSC/MJK
DRAWN BY
MSC
CHECKED BY
WTR
FP&S BM #11
10+00
11+00
NEW HOPE ROAD
REEDY BRANCH SANITARY
SEWER IMPROVEMENTS
GOLDSBORO, NC
120
im
100
.x
80
CAD NUMBER
BASE—GOLD
PROJECT NUMBER
PROJECT NUMBER
GOLD301001B1
DATE
1/8/2004
6 OF 24

_
i _
~
FOR THIS SANITARY SEWER - . ' ~ - - %
MH-18 MH~ _.r~ MH-19 E.__.SHEET 8 _ ;
T.~ _ 1~5-
. / ~ ~ ~„i'''
MH-17 _ - R --r=~~; GU Y BRADFORD DEAN
r~ - r MH-20 W HOPE ROAD o f JI x
r' .I _ _ _ ' ~ ~r 2708 Z3 NORTH N~
I + \ ~ GOLDSBOR , NC 27534 ; 1 ~ ' {
1 i TAX ID# 06-36 -83-3349 ; ~
FP&S BM 11 ~ ~ ~+oo ~ .C i~+oo / ; ~r - ~ ,~h - _ MH 21 ~
I ~ ~~~~r-_--.--_..______.______.._ \ ifs ~+oo _ _ r ~ ~ . ~ ; s+oo ~
\ ~ ~ ~
o~ i ~ 1693 ~ ~ i' /
70 i 13kOp__~_ ~ . l- i o o ~ ~
ON ~ _ o ..T~.- ~ o / r, ,
`0 a a 12 _ -_a . _ W ~ ~ A ~ ~ , l
, ~ i ED ' ~ ~ ~,r="' ~ ' 3! ~ ~ TP , ~ T } ~ NF op 9~ tj ~
~ .o. s, ti 1 f
- ~i 1N s~ - ~VrA I~`i ~y!
+pp 31 _ _ w . . , W-- ~ wA~.w"F~.. so• Ap i' h ~ R
I ,.k ~ A ~ . 3) - P ~ _ ~
1*Lp "_r
1N - f; . CH TRS OE CLINGMAN ST CH OF GOD FP&S BM 12 OP GOD ~
_ _ ~ ,r%~ W NEW HOPE RD 1 f ~
~ ~ ,.f PO BOX 10834 ~l. 1 ~ r
~ ~ Q`~~ R NC 275 t GO DSBO 0, 32 2 ~ f
TAX ID 06-3610-73-4438 ~ # ® ~ 438 ~ o,
~ THIS'' ANITARY SEWER R S t Fy ~ Rp 1 ~
_ I SE HEFT b~~, 2s r CONSTRUCTIO i ~ i /
, , , _ , ~ ENTRA IT ~
, MH 72
o ~ 125
\ - ~ _ _ - ~ ~
1. ~ _
1 - ~;~4x~ ti~ p
. ~ _ ,~~r 1 v ~S \ ~ ~
rs ~
-A ~ 0 o d~ ~6 v ~
; , 0
~ ~ 0 C
~~i '~6 O 0 D: ~ ~ a ti ~ ti c r, , f ~ S
~ ~
o. M ~ ,
N
N O r Z 130
130 Z Z
> ar
120 120
3
0
U L
110 1 10
N
N
O C
O O 212
N \ 7 r
O
O
r
3
100 100
J Q
W
!n Q 0]
C
O i
D L
U
S_
m L 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 2100 CAD NUMBER
v BASE-GOLD
v ~ ~ R¢v.ao. DESCRIPTION DATE BY APP'D ~ 1 ~ ^ , ~ ' ^ SCALE PROJECT NUMBER
.~utlHlw,. .,ulillilu,. unpn - ~n~ ~I~IAI 4.1(1D~ Rf10fl
\A C • iv~n ~ Zvi ~ iwn VERT. 1° = 5'
DESIGNED BY PROJECT NUMBER
AKLAUDo v
a FP&S BENCHMARK 11 FP&S BENCHMARK 12 q SEAL SE L
ELEVATION: 124.04 ELEVATION: 126.50 = - M NAIL IN PP PK NAIL IN ROAD 19697 18101 DRAWN BY SEWER IMPROVEMENTS DATE
~ MSC/MJK REEDY BRANCH SANITARY GOL0301001B1 ARCAN One Contannew Wm Suite 208 MSC 11812004
Gfe wwo, Nath CoWina 27,07 CHECKED BY
S. CPL ~ ~ / 171iM 1 ~!!lIIIIIIINI` Q Tat 336-292-2271 Fax [phone] GOLDSBORO NC 7 OF 24
o 1 wwwArcadis-,scan WTR !
a

1 I
1~ ~ r;ti
/ ~ ~ FOR THIS SA
~ o° NITARY SEWER i ~ SEE SHEET 9
0 i~ ~ 1
~ 1 ~
rn~ o / 1 ~
t ~ ~0 ~a / y I~'QR THIS SANITARY SEWER 1 ~ ~ ~ MH-25
,~~~E SHEET 7 1 ~
x c~ ~ 1 ~
r ~ ~ t 1~ , ~ l
~ O r o p (A ,I, 1 ~
ti ~ a ~ O r,, al l ~ I ti
~ / - 0 G~ i ~ - w ~ MH-+2 ~ ~ : ~ , / W I D 1~, ,t, GURLEY J ISSAC (ARMS INC i ~ ~ l ~ ~ g2+
~ o~z ~ ~ O d p i, W NEW HOPE ROAD ~ ~
Zw~~ ~ p r~!, 1~ PO BOX 1661 ~ ~
1 I n z ~ t1 ~ ~ p%bp 1,~, r ~ N p ~ Tf~~ G ~ N k0° OLDSBORO, NC 27533 is1 ! MH-24 ~ ~ ,.~;N TAX ID # 06-3610-85-4129 - ra..
~ j W~l~~,p I ~ I U1 ~ 4't~ !t TOWN ` -~r::~" WA a~1
~ o \ Gl GJ I ~ ~ ; C S I RUC 110 PATE +p 15.E-. 11 I SS YR1G1 ~ 3~ : . pE~FA1ARY pIS 310 1i2' R~ ;:.ii~~..
oa A ~ EN ANCE EXIT ~ , T SANI ~31~2 / W ~ 12>
p
1i MH-23 ~ 3
l~ r' \ MH-22 i ~ ~'1 1 _ % x~
1! i i xa I~E X~x--' o~p ~ ~
r ~ 0 'i' ~ 7 .i _ .
10 ~ 171 I
r ; , : \ 509 i0 T.C.E. .,.r
' i' 1'~ - P.E. VARIES) 6
~ ~ ~ ~ 25+00 11 x 24+00 ~ ~ c ~ 0 I 15.~ ~ v ~ o
/ ~ j"~.. 1 ( ~ ~ A _ 0 r.~- ~
s A~.E-~-~~---`' R , R ;.%f~~ sP o o S WER ~ ~ ~ pRE so - Z ~ ~ t ~-E N ~ ~ 1 I
" ~ - - - \ _ ao SRVIE ~
~ oC" T I I-IC L o ~ O ~ ~ 18X
2S ~ I 0 o ° 1
....,.r .rte...-• _ 0 ~ 0
-71._.
_ i7, 0 0
WE 164
7 _ I
1 1 ON I I ~ I 0 ~
I I 0 I I 1 ~ ~ ~ 1 2S ~
1 ? X25 I 1 ~ 0 ~
~`.A,,~ti~~ ~ ~ I ~ ~ 1 ~ ~
~ I ~ ~
I 1 ~ 40 ~ t ~ 140 ,
132 I 1 I ^J
.4.,, 0
125
'ti* 0
0
l
4
M A W ~ .
~ I ~ ~ ~
~ , ~
30 Z -
Z - - 130
XIT.~ 0 Y
EIS GONG
n
120
120
N 3 n
L o P
U 1=
a 110 v
110
. w:_. cv
0 1
0 2` S O
ca r
O
O
3
100 J
100
W
(n Q m
N
C .3
0
3
v
t u c
0
m 20+00 21 +00 22+00 + T 23 00 24+00 25+00 26~
26+00 2 /+00 28+00 29+00 CAD NUMBER 30+00 31+00 32+00
BASE-GOLD
i . / RN ~ll1 I'1 F C D 7 O T 1 tl wl n e T[
+\+++IIIIIININIII/// \\\~~IIIIIIrJrrr ~ ~ r• r r v r• vnrc vnc onrr u SCALE PROJECT NUMBER
HORiz. 1" = 50' HARE ROAD
ARCADIS VERT. 1" = 5' DESIGNED BY PROJECT NUMBER
FP&S BENCHMARK 12 Y
A L SEAL o ELEVATION: 126.50 - - - - I _ MSC/MJK REEDY BRANCH SANITARY GOLO301OOlBl
o PK NAIL IN PAVEMENT 19697 - 18101
~'•FNGINEE • 9L ARCAM DRAWN BY SEWER IMPROVEMENTS DATE One Centerview Drive, SCAN 208 MSC 1 /8/2004
F~ s. q 1~~ VImisb IV, Nortt? CaMino 27,07 CHECKED BY
HAM k o ll,nnnl+l+ 4L rrrr lip` Q ~ ulna t Ted 336-292-2271 faz: 336-855-5648 GOLDSBORO, NC of
wn.am(lis-mcom WTR 8 24

GURLEY J ISSAC FARMS INC S INC
W NEW HOPE ROAD D
P OX 1661 08
5 GOLDSBORO NC 27533 12 , X33 FOR THIS SANITARY SEWER
TAX !D 06-3610-85-4129 FOR THIS SANIT Y SEWER -4729
H ET 8 SEES E FP&S M .____SEE-.,SHE-"~-a~0 B x_1.3 _ . ,
MH-27 MN-26 MH-25 27 j
_ ~ ~ MH 28
" i ~ ~i ~
i li
BELFAST - PATETOWN' i~ ' ,i ~ _
„ SANITARY DISTRICT' i7~ 38 sis _.z.~r-=z3lo 179'59" 1 ~ ~ ~ ~ ~ ( i
P E 10 T.C.E. ~ I ~ ( 179 ~ j ~ ~ 7 4&,_
, +00 ( 32+00 33+00 34+00 '~,35+00 36+9O~'W-'-' 37+00 38+00 9+00 40~ P.E. VARIES i; ; , -
40+00 41+00 42+00 3+ 44+00 45+00 46+00 47+00 t `
~ _ _.___EX 6__ WATER, MAfN _ _ _ _ - _ _ __._...~__r._... Wu_.._.__.____._ -
178'2
HARE OAD SR 1570) (AS H)
6Q' R W
~ _._..__.~~r - r-- - r_. I - .__w._____ / i _ e ~ \ \
~ ~ - - ~._-.~M._ - - .:p 7 . - .._s r ~f T _ _ ____v,.,._._..__~___, . . ~ ~i - ~M . 1
I IV J I ` i ~ I ~ ~ , N f;rr~ ! ~STN~ x-x-x-x-x-x-x- ; 1 ISTN) ; I Q C I 0 i! 1.__ t .1 .r,
~ CLF ,1 I I ti ( ( ~ I 1 1 ! 0 I i ~ 0 1 I f ~ WELL O ISTN' ~ !i ' i / N /STt~ ~Tt~l 1 STN 1 CLF o 1 ~ I/ ~ / l I I ¢ I I x ~ c I i , l ~ o ~ i ~
1 x X i; I V' ~I ( i j , ~ 1 ' I " / I a1 r I 1 ~ WEL / 1 I I 0 ~ i I 1 WELL I 1 p I 1 I I ~ I 1
~ o ~ ~ r 4 SEWER ~.I i I i ,I ! o X i I ! p i + Q 1 1 I I 1 X01 I 1 264 / 1 ! 1 ' I I
~ X o I o I ~ ~ SERVICE ~ ! ~ I ~ o ~ ~ ~ o ~ ~ ~ I ~ ~ ~ ! 'ri i j I ! ~ Q fl ! I I I ~ o; I 1 I 1 ! ~ i t l x
~ X I ~ i TYPICAL: - r I i o00 ~ ~
/ X ' ; jk I I it ~ ~ o i 1 1 ~ { I I 1 ~ ~ I 1 1 I AO 1 ~ ! ! \ Ii I I
~ ~i fi'~ I I p I ~I 228 'i o J x . ~ ~ 218 I 236 ~ i s I` ' 0 ' 1 ' ! ! I 1 i I 302 ' 1 ~ 1 J ! ~ 292 1 1 I 286 I! 1 1 I I
1 ~ I 278 I I 1 1 I I
1 ' 196 ~ ~I 0 ,Qa X Q ; li I 1 I x i t 1 1 ~ I / o I ~k 1 11 / ~ I i
I ~ t + 1 I ?8X ~ L ~ 1 x ; j i i j 0 ! l I 1 1 ~ 1 I /
~ ,I I f Q I ~ Q_ i t r 1 , r! ~ / fl I
X ( i i C + `i 0 / 7 0 ~ I I 0 ~ i i I I
i I t ~ ~ 1~1 , i I _ X ~ I j L / / 0 r t.~ ~ _ r I IL. I,
• , I I t ~ i I I ! , ' ~ ! ~ : i i ~ ~~i fi O © ~ I I I I.~_.
I
I `
I 3028
1 I
N
r 0 ~ M
r
130 ~ ~ 130
~ ~ ~ ~
_ Z Z -
EX T. 0 DV EX T. ODA
E!S 0 N 0 N IP
W 120
120

~ w.~_.._. •
r
110 a 110
N a
N O
O O
N
r 0
0
of
o~
100 0 100
0
W
Q
m
N a .3 a
0
L 0
~ W 3 m
v ~ ~
U
C t
° 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40- m 40+00 41+00 42+00 43+00 44+00 45+00 46+00 CAD NUMBER BASE-GOLD
~ / Rev. NO. DESCRIPTION DAT DATE BY APP'D SCALE PROJECT NUMBER
.~~tt1111~IH,,,. .,~lllfllllll,,. ~ .C 1 l1 /"?1 111 ~ HORIZ. 1" = 50' H ARF R~A~
N CARS,
( AKLAU13 VERT. 1" = 5' DESIGNED BY PROJECT NUMBER
i . FP&S BENCHMARK 13 ~-AL _ EAL MSC/MJK REEDY BRANCH SANITARY COL030100181
ELEVATION: 124.88 19697 11 o NAIL IN PP - 18 Q
" ~v: ARCADIS FPS DRAWN BY SEWER IMPROVEMENTS DATE One Comtenaew 0rn're, Suits 206 MSC 11812004
Greensboro, North CaroPna 27907 CHECKED BY
Td: X36-292-2271 Fcw 336-655-5698 GOLDSBORO NC 9 OF 24
a I www.aroadis-us.com WTR !
a

~ o
~ ~ ~ 8 E 8 ,
~ Q ~ Q r
\ ~ y
~ t ~ ~S - ~ ,
~ ~ o ~ ' 1 j 11 I (
z o ; ~ (l
~ '~:0 0 , ~ V o q j 0 j ( i r.....-~....-....~ ~ ~ _ I
x ~ o 0 0 l ~k _ 1 0 0 0 ° Q ~ ' ( 1 ~ ~ ~ 0 0 0~ ` ~ ~ ~ i ;
~_.__w.. _ i y ~ ~ ~ ~ ~ ASHLEY
~ ~2p - - ARK
, ] _ ~ -
i ~
i ~ _ 1`i r; ;
/ _ - ~ n,. __r. - r,,
~ - ~
.t + ,
~ ..__.--,_.-_..._.e_~ . --Eft u w ~ ?
` 00. - ~f C ti t ENE
~ ~ t kp0 ; +0 Es R -
i _ ~ 5 5 w ~ . _
~ 4 ~ 15 10 " ~ ~ ) - . GASP ~ ~ ~ _ + . H ~
. _ r _ 1 p j J
~~p 0 ~ S 115 - ~ _ _
- , ~ ~ 1
~ ~ k ~ f . a- l' .*Q~, r' 'v' ~ ,
/ ~ ~ r I _ __.w..._ . 1 ~ ~ n
I ; ~ ~ MH-52 . FP&S BM ~1
CON T TI ~ ~}a i S RUC ON r ~e ~ , ~ +
p" i : fit ~ ~ ~ ENTRANCE EXIT kp ~ 2 ,r`~ ,1` ~i _ i ~ ~ :f%f~ ~ _ CENTER POINTE P . r______.____._.._.w..~__...,.._...__.. ~ ~ ~ . ~ c
, ROPERTIES LL - - ~ ~ ~ , BEST RD )PERTIES LLC ~ ~ ;k~H-53 '2,~0 _ o _ ~ w
~ a; `~fi~99:.,SUNBURST DRIVE T DRIVE i
- ~ ; GOLDSBORO, NC -7534 ~ ~ti ~r-- -~75 4
~n - ~ TAX 1D 06-3 - - 5 D~ JR LEWIS ' JOHN -49-50391
~ ~ , ~ ~ , . ,r MH-51 __.___519 49 __50391 ~ - -:x _ - ~ , ~ ~ BEST RD
~ ~ r", . _ ~ ~ ~ r r( ~ + ~0 4`, __.1004 GUILFORD ST ~ ' ~
~ / GOLDSBORO;. NG 27530 _ , r~ ~ -
XI - - D# 06 3519 59-0416 P
~ f ~
_ ~ t
~ ~ i Ii% ~ MH-54 ~
~k MH 50
Q / ~ ~
N ~ j
~ ; FOR THIS SANITARY SEWS R
l~ 1 SEE SH EET 12
EXIST. SSMH rq.
FP&S @M #22
.
120
120
Y ~
• ~ z - X~ T G
XI 7• ~
110
110
I
W
3
a 0
U
a 100
M N N
N ~ T lp ~ 2 s 100 2
O Vl ?
O X 2 N W
0 2
O 2
90 0
0
90
W Q
m
.3
0
L
3 N
s V
C 0
0+00 1+00 2+00 m 3+00 4+00 5+00 6+00
7 7+00 8+00 9+00 10+00 11+00 1 +
2 00 1 ~+OO CAD NUMBER
i ~~uu~~u aEV. ?a. DESCRIPTION p! BASE-GOLD DATE BY APP'D SCALE
.~J\\1, r n n ~~~~h~. ~\\1111 U^I f 111111, ~ / 1 w w ~
arm HORIZ. 1" 50' CvIYLER BEST ROAD PROJECT NUMBER
_ . t VERT. 1 5
FP&S BENCHMARK 22 FP&S BENCHMARK 15 ARLAVIS DESIGNED BY PROJECT NUMBER
ELEVATION: 95.71 AL = SEAL ELEVATION: 117.44 - MSC/MJK REEDY BRANCH SANITARY GOL0301001B1
SQUARE IN CONCRETE ; 19697 _ a RR SPIKE W PP 18101
ARCM M DRAWN BY SEWER IMPROVEMENTS DATE
One Centenpew O6e6 Svb 208 MSC /8/2004
o ~nnnnu g lrrrrrni~i~~~ Ounabo% North Cm Am 21401 271 ~ _S6IB CHECKED BY Tiff ~-292_2
a F-l rwArcadis-m WTR GOLDSBORO, N C I 1 OF 24

BELL THOMAS F ETALS, JOHN T BELL CO
1 CUYLER BEST RD
PO BOX 10761
1 GOLDSBORO, NC 27532
;j TAX ID# 06-3610-61-1115 j ` (I
,1 i i , 1 li u ~ BAI7N BARN j II 11
~ ,i ~ j ?I
I ~i ~
I i ~ i i f ~ 1' ,
ASHLEY PARK i. it ~ .4 I~ ~ \
i L r . ~ i1 I~ i j
~ I I a ~ I o I f~ ~ t
- ; o I z ~ s 1 1 i' it f ~ .r
o FP&S ~~M #16 ~ I o ~ r m i' ~ J ~ ~ ?l _ i i
1 ' I ~ ~ 4" SE R 1 ! ~c I ~ ~4 4 I~ A ER ~ ~ ! o
r r ~ N o~ i' SER111 E . I I 2~ S ~`i i E ER I ~ j ' QUA1L WOOD GARDEN
~ I r ov_ TYPIC ~ ~ i ~ ? f ~ APARTMENTS
~ 0 I I ~ z CB CB I ~ PECAN TREES I
( 0 I ~ ~ - - 0 -o-~ I / 1 1 't a ASPH
I ~ IP ~ EIP { Flfi, I 4V W - _ _ _ 8- r. ' - - 1 1 ~ ~ 1 115 FH FH ' ~
I I 9 ~ - / SAN SAN Sul -'-SAN "FM - - - r T 1 5 . - -r--._.. . - L Ex. - - - - - N'FM
--r-- W__._ . W - ---.-W. Wl.._-___.. W_. W W
_y..._..-~ ,.......-,,.......J ~:_m.._..-.__~,~L_~_._~_.._______..._._.~..____~_____ CUYLER BEST ROAD (SR 1565) (ASPH)
n n ~ II
~TVV. ~ __s, _ _y.._ T ~ T ~ _
r ~y.. _ ___.,._.v. -
2 R 72•' R Ep rPED - - - - 1 I
F V 1 43 ~ ~ ~ V ~ A!L ENC x T x - - - - X67 ~ (i I
O ~ I I I n 10 T, 1~ X I''y ~ i I X 1 3
~ - - ~ \ I ~ x ~ ~ I i I - _ _ I i
w_~. MH-55 a.. I ~ - I I I i ~ _MH-57 ~ I
_ ~ I I LEWIS JOHN D JR
BEST RD ~ ~ I i I I f! i i i i ! i x I I
MH-54 1004 GUILFORD ST ~ ~ t 'I -56 I I I I MH-58 i~ I ~
GOLDSBORO, NC 27530 x p 0 ¢ GORY DALE & WIFE i i BE TON GRE i r I~ I ~ .
_ , o ~ _ _ ~U1L1 N~ LCOLM R JR & W TAX 1D 06-3519 59-3608 ~ ~ # o r v~ v, ~ . V I I 1588 CUYLER BEST RD x 1 I ~ t ~ I
~ o o ~ ~~_..15 i~t~YLER BEST RD ',f FOR THIS SANITARY SEWER ~ ~ 50 ~~CUI'LER BEST RD ~ i 1588 CUYLER BEST '~S I I ;i I i
SEE SHEET 11 0, p c ~ ` I I GOLDSBORO NC 27 4 ! I FOR THIS SANITARY SEWER ~ I i ~ ~ i I I I T X ID# 06- - -0184 I I 1588 SEE SHEET 13 I
`t QL BORO NC 27534 I ~ ~ ~ ~ r ; , , I t t 550 ~ p r cn Z ~ 0 ~ TA 1~ X06-3519-59-882& 1550 I I !
~ .-"'o 0 ~ ~ 0 I I I I .I I I I i
~ c~ 0o D ~ _ ~ r I ^h SMITH FRANCES B HOWELL ~
I ~ ~ ~ ' I I 1600 CUYLER BEST RD I f I
325 SAND HILL RO '
1 U 2 c~ -p C,d ~ ASNEVILLE NC 28806
~l -p ~ 4''~ ~ TAX ID# 06-3610-60-3029
Cfl C PENTECOSTA
1600 C
r~ ~II' RT
f rn! ncF
f
r
N
ap cV r r' T
i
120 ~ ~ ~ 1 > 20
~ I
~ zz
EIS ~ R AO A
E Sr G 0
110
110
0 N
D Pr NK 0 N
a~ 3 v r 1 M
0 U
E 12
~ 1
100 N 100
0
0
a N
r O
O
N
90 0 90
J
W
Q CD
N
C
3 ° L
L
3
s U C
° 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 1+
m 2 00 T 2200 2300 2400 2500 2600 27+00 28+00 CAD NUMBER
N N BASE-GOLD
~ REV. NO. DESCRIPTION . `~UNUiN~i~~,, ,tllllflll111N1. . N DATE BY APP'D SCALE PROJECT NUMBER
~ 1 ~1~ unai~ = Fns r`I IVI ~p Q~CT R(l~fl
-\\A CAJ~04 VV I LLI\ La 1 iwnv
AKLAUDo VERT, 1" = 5DESIGNED BY PROJECj FM
° ° EP&S BENCHMARK 16 L - EAL ELEVATION: 116.79 MSC/MJK REEDY BRANCH SANITARY GOL0DRAWN BY CIS FPS SEWER IMPROVEMENTS One Centenriew Drive, Sine 208
° RR SPIKE IN PP 19697 18101
MSC 1/8Greensboro, North Carolina 27407 CHECKED BY
~F ~o
s. cP q HAM~~ V 11 1 l/Jllfl lllilti1 Tel: [phone] FcDc 336-855-5648 12 www.arcadis-us.com WTR GOLDSBORO, NC
g~ i Q 0 1 ~ L
a

BELL THOMAS F ETALS, JOHN T BELL CO
CUYLER BEST RD
PO BOX 10761
GOLDSBORO, NC 27532 ALLEN LAWRENCE C & ~RENCE C & WIFE LORI
TAX ID# 06-3610-61-1115 CUYLER BEST YLER BEST RD
~ , u „ ~ ~ ~ 610 PARK A I 0 1 10 PARK AVE ~ i i
~ ~i S # 1 o cO~DSeORO, Nc ; >BORO, NC ;,27530 i ~ ~ ~
TAX I , 06-3610- ~I I Q# ~ ~ 9 06-3610-61-6566 FOR THIS SANITARY SEWER " _
`I ~ I i o o°o°o°oo°o°o ~ ~ ' _ ' EE SHEET 14 1i ~ ~ ~ , i / , ~
11 ~ ~ , ~ ~ ~ /
i i. ~ ~ ~ I ~ , ~ /
I. i ,CY . , s f t..... ~
~ QUAILWOOD GARDEN ` ` I ~ .~.1~H-62 .
` APARTMENTS _ _ ~ 1 r~o~ , , CONSTRUCTION ~ ~
ii { s ~ , p ~
A R ~ `i p o 0 0 0 ~ I 1 E ER ? ~ PROP.; 12 WATER MAIN ENTRA CE/ ITS _ , ' ~ K
~ ~ ' ' ' QUAILWOOD GARDEN ` SEE S EET 18 - ~ ~ ~ T•c•~ ~ 10
! I AP T TS SAN. SEWER i AR MEN iI - PUMPING '
j ii ! -o- STATION ~ ASPN 115
' ~ ~ ~ , ~ rELEPHON g E Q 40+00 ti. I ~ F BOX . °.---4f+Op
FH - - - ` ~ o EX. 3" FORCE MAIN - - - - ' . 4~, ~ DIRT /TPED 10+00 12+
; ,
-~.,-_._..i _ _ r... ~ . ,r ~
- _ ~;y ,
~ _..ww_ n _
~ - - _ - - . F _ _ r _.m~._ .„r...-~.. t__v..._.. -
_ _ J.,..».....-.,. ~..,.J ~ 1 ~ 115 32+4~~ ~ 33+( ,_..-m,._J f~ ~ ~ ._...W~.._....,__._.__..__.-,....___-..._. G ,,.M-__..~_.
D ~ I I x - IRT~ i ~ r STN ~ ~ lSTN 1
SF-- F Sr SF SF SF SFk- SF-'r SF -SF SF SF SF 1 \ TPED ~ 1 _.._._r.-.__. ~ r- - ; - - ---~--1- ~ - -~~-1-- -r-'~-
w ~ 1 '23~~ i r I - - - - - - - r M 1 1 - - 't 24 STEED. ENCA~EMEI~T ~ .
I I „ W LL ~ i L~ I S 1 ; ~
~ l ~ EVIE s ~
I o I i o I AL r - _ _ _ ~ ti ~ - _ ,
~ MH-58 f~ ~ I ~ , ~ i x i I ~ ~ i ~ / / ~~i ~ / r _
I 'i i' o l i ~ l ~ ~ / i i '
~ x ~ FP.~S BM X17 MH 5 ~ I ~ MH-59 ~ MM-60 ~ , ~ ~
i ' i ~ i , i 1 t - i~--i
~ THI ANITARY SEWER ~ i NT sT ~ ~ FOR S S , , ~ 1
~ ~ ~ ~ I CHRlS 588 SEE SHEET 12 i SSEMBLI I EUI , ' ~ 1~ -~5~...
i I GODBEY ROBB E - BOBBIE EUGER(E ~ - - - _ - - _ ~ - 1 ,
P. ~ I ~ 1.718 CUYLER BEST JYLER BEST RD'~, = r .G~ ~ ~ -
h SMITH FRANCES B HOWELL ~ I 's PO BOX 1316 1600 CUYLER BEST RD ~ I - / ~ r , BOX 1316 - ~ _ _ ~ ,
I GOLDSBORO, NC 2i 325 SAND HILL RD ~ TAX I~ 06-3 - ORO, NC 27533 ~ / _ r , _
1~ ASHEVILLE, NC 28806 6_3 - u_--- - .
TEMPORARY SMALL SEDIMENT TRAP SEE S TAX ID# 06-3610-60-3029 SEE SHEET 18 FOR DETAILED WATER
~ LENGTH = 48.5' SYSTE SYSTEM DESIGN IN THIS AREA
C PENTECOSTAL CHRISTIAN ASSEMBLI y~p~ = 12'
1600 CUYLER BEST RD I = 4' WE R
RT 16 BEST RD
GOLDS80R0 NC 27534
TAX ID# 06-3610-60-6241
n 130
130 o
- I
Z
N
t ~ Z
O
~ I 2
120
120 >
UN ~ PI E 7 LE
3
v v
v r
19 110
a 110 N
N
ca _ 1
O
ter:.:.
r.
0
0
~i
o~ 100
100
0 J
z
W U7 Q ~ W
m W
N O~ C U
3 0 Z
L Z
t W
3 N
s
V C 7+ 0 38+00 39+00 40+00 CAD NUMBER 34+00 35+00 36+00 3 0
° 29+00 30+00 31+00 32+00 33+ 26+00 27+00 28+00 m i3+00 GOLUS101
u Rev. NO. DESCRIPTION t I P T I 0 N DATE BY APP'D SCALE PROJECT NUMBER HORIZ. 1" = 50' CUYLER BEST ROAD
~ ,~1U111111111,,' ' ,~ttt111111N,,r,.
\A AR o 1101 VtK I. 1 = ~
DESIGNED BY PROJECT NUMBER REEDY BRANCH SANITARY MSC
GOL0301001B1
o FP&S BENCHMARK 17 - = AL SEAL
ELEVATION: 115.35 19697 $ o NAIL IN PP DRAWN BY DATE
o '•.,F,y EEC; ~ v : ; 9L'•., ~ MCM FPS MSC SEWER IMPROVEMENTS 111812004 One Centerview Drive, Suite 208
Gmwnsbm. North Carolina 27407 CHECKED BY
u rn1;1IW Tel: [phone] Fmc 336-655-5648 GOLDSBORO, NC 13 OF 24 WTR
I I 0 www.arcadis-uscom
L a

I ' ;I U ! ~ i ~ ~
~ ~ I
ki I ltl I ~ f`
i
I .1 MH-&7
it
ALLEN LAWRENCE C & WIFE LORI ~ FOR THIS SANITARY SEWER i ,
P~ CUYLER BEST RD F FP&S BM #18 ~ ~ EE SHEET 15 ~ ~ ~
THI ANITARY SEWER . ,54~
FO,R S S GOLDSBORO, NC 27530 ~ i
SEE SHEET 13 - ~ ~ TAX ID# 06-3610- 71-3058 i .r-- F ~ ~ ,
P&S BM #19 ~ ~ i .Q x ,
- - MH-62 _ O o h ~ ~
~ In . ~ ~ t ~
MN-63 J'~ I ~ ~ F MH 6 I
PR . 12 WATER MAIN .~ti ~ ~ ~ CONST~UCTIgry~` 6 , SIGN ~ ( ,
SEE SHE~1`"1$ r ~ti I` WBO ~ ~ ~ + ENTRANCE IT ~ ,EX
~..v .__._-__._.r-.__.._ MH-64 MH-6 ~ ; ' ` f 5 ~ ~ f~ Ct, ~ ~ ~ !
~ +00 1 I ~H-64 52 ; ~ + ~ ~ ~
12+ ~ f 0 ~r ~ ,
+oo P.E. VARfES,,.,., } ~ , ~ _ r...~:-
- .,EQ.,.,,,~----_.._ ` M RKER 43+00 " ELEC - METER 5 _ i i ~ 4 ~ + f
44+00 ~ 1 - _ 15 p
~ 45+00 AGNOLI ~ -r. f' l 1 T i
~6 ~II 00 CPED ~ 47+001 48+00 f~' ~ ~ 36" Cp 4: 1 ~ , 5 ) 1+Op,r ~I 65
ff . 'T _ W - . v~nav avn RRo SR ~ _ . 20+p0 T OPTIC IBER , _ OAD ~ ~ - R AR
_ _ o 9+0 EE~3-- - i SPH) C TPE 'S _
, ,l i, , : T - .r _ _ r,....- . _ " - , W
~ I ~ l-._ ~ _ - - .F.. . ~ w.- 1. . ~ _~r.~__. , _ , ~..~-y ~ 4
_ - .v ~ _ ~ srN I . -~-w._ t. ~ _ t - .r ~--.J.- ~ m MH-7 \ ~
w. _ _ . I I . lip - .11yA~ z,..._~,_ 3 _.~r ~ _
_ = w°' `~~.T_ I - _ . ~ f N
- ~ , - r f _ - - z _ ~ - . _ ~ ~ I f I - . ,
- r _ ~ f _ I - ' ! i i i ,1 i j 1; ,
- ~ ~ ; . - - ~ 1 I r~- ~ f / I
I I i' l I FOR THIS SANITARY SEWER ;
I' _ _r__._._ r I p r- ~ ~ ; SEE SHEET 16 ~ s a, Z , '
~ I t - ~ ~ 4 SEWER RPR ~Dla --OfiN~TR"ACT01 I - o ,i~~..__ - _ _ - ;fiN~TR"ACTOR~~TO~ ~ _ 1 -
~ SERVICE ~lRMINE IF BORING 1 - -DL~E r f 1738 p ~ ~ o IF BORING TUNNELING MH 74 ~ ~ z
ti2o TYPICAL OF SANITARY SEWER tY SEWER NEEDED ~ ~ o ~ , j v ~ I
~ n I DURING CONSTRUCTI01 x~X ~ ~ x 0 ~ I 1802 i VSTRUCTION TO m STRICKLANO ROBER~f W &
f ~ o I , PROTECT TREES. SEES. ' ' _ m~ BEST PROPERTIES INC + ~
~ o k~-- I . ? I i ~ Qp I i W NEW' HOPE ROAD ~ ~D
~ I r _ ~ , ~ I , ~O PO-'BOX 10085 ~ _
I ~ o ~ © SEE SHEET 18 FOR DETAILED I ~__I 2 DETAILED WATER GOLD ~80R0 NC 27532 ~ ~ ' `
M I N IN THIS AREI SYSTE DES G } ~ ~ THIS AREA TAX IDS,, 06-3610-80-6536 ~ ~y
~ ~
r 'I O I, p
0 W `1 v
~ '1
'I ~I 1~ ,,1 ;
I` ~ ' t ,
00
M
0 130 N
130 + + ~ i
o > ~
EX ST ROD A
120
120
3 v 0
V
110 110
o ~N, N
o o.
0
0 a
N
r O
O
7
100 100
a J
0
W
Q m
°
.3
0 L
L
3
S
U C
° 40+00 41 +00 42+00 43+00 44+00 45+00 46+00 47+00 m 48+00 49+00 50+00 51+00 52+00 53+00 CAD NUMBER BASE-GOLD
° ~ ~ aEV.tvo. DESCRIPTION N DATE BY APP'D SCALE PROJECT NUMBER
.~,~111111,,. ,~ulllliti ~ r l 1'~l unRi~ . 5n' C'.I IYI FR RF~T Rf1An
~N A"oz CIS AKLAUDo VERT. 1" = 5' DESIGNED BY PROJECT NUMBER
rQ
o - o FP&S BENCHMARK 18 FP&S BENCHMARK 19 = = EAL _ SEAL MSC/MJK REEDY BRANCH SANITARY GOL030100181
ELEVATION: 124.35 ELEVATION: 122.91 _ o NAIL IN PP NAIL IN PP 19691 1 g DRAWN BY DATE
MWIS FPS SEWER IMPROVEMENTS 1/8/2004
'•FNGINEE~•: ,y One Centerview Drive Suite 208 MSC Grewosbm. North Carolina 27,07 CHECKED BY
//1lllHAM\V Ted 338-292-2211 Fay 336-855-5648 GOLDSBORO, NC 14 OF 24
I 0 www.arcacris-us.com WTR
L a

so ~ , k ' \ I i'
0 o M t I
PROP. 12 WATER AIN j . ~ P,
k q~ r SEE SHEET 1$ < ,r FN a I
~ I ~ ~ II
~ ; ~ ~F II 11
FOR THI SANITARY SEWER ~ c tip` '4 D 6' ~F` C' 1(
~ ~ ~ F SEES ET 14 iaSO ~ p 6 A ti, I I / I
~ 0 y~A~ 1 1 I ~
~ s 0'~'~~j-c~ i I I _ Q
~ oo ~1! L F A MH-6fi ~ F ~ t t ~ ',I I N
> S~ ! 1 cr 1 1 ~ ;
~ p s ~ . ~ , ~ 1 1 r ~
I ~r I I~ I ;r
Leo ! ~ ~ i '
, FP&S BM #19 18 STEEL ENCASEMENT ~ I ~'1 < o. _
E , , V ~ I_ ~ ..52-
. 1 ~ ~ . _ _ _ ~ S
k w - - . o ~ l ~ i
T ~ p „ ~t ~a ~ ~ ~o, _ ~ .C,E. i' / ~ =V W ~ ~ ~
,~`~'U'i'06 Q, P E t 59+00 s 2
l" ~ ~ j ( ~ ~s3+ ORE ~ ;cam 0 00 00 EW . OPF . _
_ P 16 r.~ ~k EX,-~ 5 . ~ . - .SF - _SF~ _ TSB 25 IP W pA0 ~ _ _ so R SR Fy ~ .
MH-73 y T,G:E VAR1E'S X163 ~ ~ • ~ /W 1 36 _ ~0
l - oo ` _ r ,
O ~ t ~ V _
~ - 0 63 - _ ~ - E w w ,m_.
~ 1 ~ - ~ . ~ ~ k r _ ~
' v y ..~7~~tr% ~ ~ _ . , 0 ~ s _ 4~~ ~ II a _ _ _ ,
~ r , ~ MH-69 f~- , ti , t 1~. NIIa 0
~ ~ ~ ~ _ . '..may, PK. NAIL.. .
o % i •
- I ~ E/
_ I _ PURNELL FRANK HENRY ; -Sf i s. u, ,q. ~
WNEWH 90,, OPE ROAD
1509 PAL ~ sr P CONSTRUC
. f,_ , GOLDSBORO, NC 27530
TAX !D - . # 06 310-92-&854 , , , . ~ , ~ f , ENTRANCE/EXIT
, ~ ' ~ MH-68 MH-71
f, ~ , , - ~ ~ - . , ; ~ . i,!
, . . . .-im, CONSTy UC110N r - - , ~ . _ . PERRY REAL ESTATE GROUP LLC
MH-74 ~ . ' ENTRANCE ~EJ(CT`~~::-- . W l~EW HOPE ROA ~ MH-72 F:: ~ PO BOX E
~o _ ~ - - . , GOLDSBORO NC 27533
FOR THIS S ~ ' ~ ` , ~ ,YS R TAX ID 06- - - # , 3610 83 9018
" SEE SHEET r1 't -
ri'
,t ~ i,'3
-o. ~ <<

,I;

,
~ o>, . us ~ o,
130 ~ ~ ~z
- 130
~ -
is .
120
5 R P 4 R P 120
2 0
3
o g ~ -
a 110
rn a 110
N O
d' • O O
N
O
O
o~ 100
100
O I
w N
Q ~ D]
N
~ U .3
o W L

3 W v
r
v c
° 52+00 53+00 4+ 5 00 55+00 56+00 7+ m 5 00 58+00 59+00 60+0
0 61+00 62+00 63+00 64+00 65+00 + CAD NUMBER 66 00 67+00
BASE-GOLD
Rev. NO. DESCRIPTION N DATE BY APP'D /jam ' ~ w ' ~ ' w SCALE PROJECT NUMBER
~~~NU~~u~rrNrr,_ ~~`II11111111/rl ~
CARo4
~;•'F St
. Q FP&S BENCHMARK 19 e AKLAVIN VERT. 1° = 5' DESIGNED BY PROdNEBR MSC/MJK REEDY BRANCH SANITARY G0LDRAWN BY MWIS FPS
S : - AL ELEVATION: 122.91 _ EA~ _
NAIL IN PP 19697 _ 18101
SEWER IMPROVEMENTS 1/Greensboro, Noft Carolina 27407 CHECKED BY
One Centsnew Or* Suits 208 MSC
Fc S. cPL q ygW1. Tel: [phone] Fax X36-855-5648 GOLDSBORO, NC 15 www.arcadis-us.com WTR
1 a

. ~
-
I
I
~ ~ ~ P ~
sJ ~ ~ h Ory - v~~~ ~ i I,
ry~ ~ 0 0
o 0 + PQ'. ~ 0 ~
_ N ~ ~ ~ 7 f ~ ~ ~ 0 o . ~ I,~
i/ ~ 7 1 ` W ~~0 ~ ~ r ~ ~ o o ~ a I'
j ~ ^ _ 1 i~ r Q ~ o`° ~ ~ I
r i ! rf I Z W 0 ~ i
FOR THIS SANITARY SEWER ; i ; a ~ ~ a
SEE SHEET 15 ' ~ ~ 4 ; , ;i
- ~ CONSTRUCTION m W v ~ ~ ti ~ I
XIT a ~ ENTRANCE/E ~ MW-68 , J ~
4,i1 i Z
~ ~ ' ' o ~ ti~ r, I ~ a ® ~ - _
00 ~ I I i~9~ `1` ~ ~ i + + aIS`~.. ) ' ~ ' ~ 18 STEEL_.ENCASEMENT ~ ~ s'_..._.
~ , , - - _ ` 1 _ . _ _ ss . _v ~ e~.._~._ _
r' . i
_ , ~ _ I . I T ~ T _ __.._r--_ T r ` w
_ _ - _ r .
. 1, _
_ SR 1003
- ~ - _ -_y._~ - OAD ( _ _ NEW NOP ,
. ~ r _ ~ E w _ _
L . G yy . ~__.n~ ~ 6+Q1 0 .r.__
- m ° . ~ CB _ „-r~•----"'-.._ - 4+00 BOX ` Z . 3 . 0 h~5 ____~w~
_w9=~"_ P.E VARIES
in m . nr ~ ~ ~ 171'12 ~ 10 T.C.E. ~ ~ 1
t r _
~ PIT o ~ ~ ox , q ,,r- ~ o ~'s- 30' T.C.E.
O O~ w x ~ ~ ~ ~ d % a.~ W ! E. GODS
~ ~'Q ~ ~ ~d~ MH-74
MH-7fi %
~~cL~ o ~a MH-75 i
~ ~ ? ~ MH-67 r o- ~ . ~ ~ r FOR THIS SANITARY SEWER
voc~~o ~ ~ o ~ ~ ~ c9 0 7 SEE SH T 1
aoo + V ~ a
~ 2 ~ o FP&S BM #19 MH-73 '
~ 3 0 _
o ~ MH ,66 Q n ~ o o
2 ~ ~
! ~ N A EMENT ~ 18 STEEL E C S
FOR THIS SANITARY SEWER ~ ; i' ~ ~
SEE SHEET 14 ~ ~ o' , .
n I'?
o ~p
PROP. WATER MAI ; o , + I~ ~ I,
SEE SHEET 18 ~ i ; ~
N ,I ~ A
1~` i l l'~h
T i
140
140
i
n
a m N ~
m~ . 130 +
130 ~ ~ ~ _

Z ~ - _ Z z
> -
EIS EIS
3 v
° EIS EIS GO LE
E 120
120 E 6"WTE MIN
cv ~ T LE
N F
N 0
0 6"RP cv 8
r 0
o rs N
N 110
o~ 110 • A EN I
0 .2 0 I
O ~
w
Q ~ m
c .3
0 L 0
L
3
s U C O,T,~O 1..00 CAD NUMBER
° 1 +00 2+00 3+00 4+00 5+0 0+00 m + ~+oo a+oo s+oo 6 00 BASE-GOLD
T
~ Rev. NO. D E S C R I P T I O N N DATE BY APP'D SCALE PROJECT NUMBER
1 ~ 111 ~ HORIZ. 1" = 50' NEW HOPE ROAD
VERT. 1° = 5'
-\\A of ARO pm AKLAL)13 DESIGNED BY PROJECT NUMBER
Q ~ ••FE rQ
FP&S BENCHMARK 19 - EAL o SEAL MSC/MJK REEDY BRANCH SANITARY GOL0301001B1
ELEVATION: 122.91 - 19697 - 18101 DRAWN BY SEWER IMPROVEMENTS DATE
o NAIL IN PP qRCApIS FPS 11812004 MSC One Centatvieww Drive, Suite 208
Greensbao, North Carolino 27407 CHECKED BY
cNV q HAWV Tek 336-292-2271 F= 336-855-5648 GOLDSBORO, NC 16 OF 24
rrlJrrrun l 0 WTR www.arcads-us,com
L a

\ ~y _ _ s _ A
4 ~
~i rt, ~
I f 0 + i 0
ti ~
f ~ ~ r
i t ° ° X,~ X-
o° -X ~ 525 0 ? -x-~
° 1 ° _ I i ` o - ~ ° 523 ~ Q Q
~ ~ ~ x i ~ ~ ~ Q ~ lid x o ~ ~ x
~ ° ~ °oo ~ x x
t °000 } 'i!~ o E ~ W f x v 1 ~
1 SE C r' ~ ~ x ~ Q - Q i ~ ~ ~ x ~ 1 I
W / I { 1 1 _ Q { 1
(11 N ! I I I _ I ~1 1 ~ R/w i w~t~ ~ _ ~ I A I ~ I ~
I i III
i r. - , ~ I I - rpEQ ~ I I ~ p x ` MH-80
i I ~ ~
T , . , a T .r ~ W ~ ~ W - FN 1 I k~\ ? ~ ~srNr ~
, ( e - ~ G ~ ~4_ --T-_.r~.`, ~ WOODS
PK NAIL _ _ _Y ti T - iii` . v-__ ir.. ,
- - _ NE --....,.,...,.,„WATER M - ~ NE Arne W HOp
. - - _ !i ._ti E Oq .,.__T__ R ` _ t - -_._w.._ sp' R/W-~~ 3~
. _~.__.r.. +oo _ R 1 T ,~1a~ ASPH ~
- n - -
~ 0
0 - r _ w ~00- 11 ENOE
~
/ 1~ S1 i I F.E. EIP "1$+00_ ~9+00 .---^~'E1P ~ STN ';I
MH-77 VARIES - I « WATER
FP S BM ° 10 j ~ I WER , I ~ ~ TO

MH-76 I I ~f ~E 514 I ~ I
I l` ~ I ~
f MH-78 I ,'I I I
f FOR THI ANI S TAR SEWER I i
SEE SHE 16 I FP&S BM 21 I i MH- #
f 79 ~ CONSTRUCTION ~ _ I
I I ENTRANCE. EXIT ~
I , ~ I
L I I _
I I
I i t II I
I
I
I
- f
0 M
140 N
' 140
~ i
z
i
R A A
N 130 XI T. GR
130
N 3
0 V N 4
C LF
120 a
N
N O 120
O
O N
r 0
0
r
o~
110 0
a
W 110
Q m
.3
0
O
m 3
v
s 90 V C
0
8+00 9+ 00 10+DO 11+00 12+00 13+00 14+00 90
15+00 16+00 17+00 18+00 19+00 20+00 CAD NUM 21+00 BER
. o~.,..~ _ BASE-GOLD
^v u r-a V K l t' I I O N ttttt t U l l l l t ttf,, 1141111 1111!1!/, N DATE BY APP'D SCALE
CARP a ISM PROJECT NUMBER
o pFESSI
FP&S :Q 9 BENCHMARK 20 FP &S BENCHMARK 21 _ Pw ARCADIS VERT. 1" = 5' DESIGNED BY PROJECT NUMBER
a ELEVATION: 129.19 ELEVATION: 139.48 AL EAL " NAIL IN PP NAIL IN PP - 19697 _ MSC/MJK REEDY BRANCH SANITARY GOL0301001
18101 B1
MMIS DRAWN BY SEWER IMPROVEMENTS DATE
One Centenriaw Drive, Sude 208 MSC 11812004
HAM L ~mllllnl ~ SIC) 1.111 Greensboro, North Carolina 27407 Tel. [phone] Fax: [phone] CHECKED BY
1~ www.afcadis-us.com WTR 17 of 24 GOLDSBORO, NC
I ORIZ. 1" = 50' NEW HOPE ROAD

CUYLER BEST RD
PO BOX 10761 ~
GOLDSBORO, NC 27532 ALLEN LA WRENCE C & WIFE LORI _ TAX ID# 06-3610-61-1115 CUYLER BEST RD LORI
i
~ ~ 610 PARK AVE , ,r ° 5.~1t .i ~ it CONSTR ~ CTION ~ ~ ~ ~ ~
i! „ ° ; GO DSBORO NC 127530 ;I ~ ~ li i TAX Id 06-3610-' 1-6566 i i ~,ENTRANCE~~(EXIT ~ ~
~I ~ ° ~2 PLCS r_~r ,F
~ ~ ~ o°ooo° {i i °ooooo0o r' 4 ~ ~ i r ~ ~ , , , ~ ,
II sI ~ r 0,, I }j ' i y' I i i , - t , , , , i _
I, it i j~ it 7 +i l \h i i i / S'T.A 10+90
I' ~i ~ QUAILWOOD ~ ~ ~ ~ t
~ ~ STA 0+00 GARDEN ! ~ ' ~ _ APARTMENTS s ~ ~ PR .FIRE HYDR ~NT - A
- RE ilE ~RLUG~ i »o~ ~ ASSEMBLY°--T ~ ~ YPE 2 , p - F ~t. / 6 GATE VALE &
`f 9 ! `f A ER C ECT PROP. ~2 ~ I I ' ao ~ r b_ w
r E ER ~ ~ j I QUAILWOOD GARDEN ° ~ 1 I . \ : ~ '`~ti ; - . ~ 6 DI~-HYDRANT,.LEG ~ z I r,,i ~ 20 OFF EP ~
~I ! APARTMENTS sAN. s w i ' i~ ~ E ER S % r 40 T.C.E.
I' i _ PUMPING ~ ZOO LF -200 LF 1~ RJ WA MAIN ~ , _ ~ ~ , - _
I I I ~ STATION ± ~ ~ ' ! I ASPH ~ i 15 1 ~ ~ ~ i P.E. (VARIES) _
~ l - ~ ~ - TELEPHON 38+00 39+ D-~ ` W ~ ~ ~ 1 BOX , 40+00 W
~ _ OFF EP ' ` EX. 3" FORCE MAIN ° _ - - - w.- - - - - ~7fN'FM - - - 4-FOt~- - - - 4 - T 10 _ ~ DIRT % PED ` * +00 12 V1 .v - - '7+'tlb- _
0 6+00 . _ W ~ yy _ _ ._r--___-_ ~ _ _T t. --->~vT r _ ..------~--T 6+00 - ~ -
t____._._ _ _ _ _ ~ _ o !I
~II r'".. ~ ' O ~ ~s
_ T. ' N r-
_ . _ w.__T____.~....... ' f 115 . r ~ t Q
;a + I 32+.U0 33+00-_-._._~_..._.-._--° x - T IRS
~I F Sr SF-- rf~= ~ ~ ~ i ~ STN ~ /STN
J x - - SFrSF - ~ 1 '23" II I - - - SF -SF I cr I I \ `r --f - 'SF SF SF ` SF SF ~ ~ ~ TPED ~ ~ W ---f ---~--1- ~ ~ ~ Z ~
- 1 ~ _ - - J ~ -
I I 't I I ``=,STA 4+90 ~ , U ~ - ,
P SIBM 17 CON R TO LOCATE I , o I PROP. FIRE HYDR ~ NT ~ h- FOR THIS SANITARY SEWER .,i.,--_-~ ' - Q
" I I I ~ r ~ I 1 x EXISTING 3 FORCE MAIN I ~ I ASSEMBLY--TYPE ~ ~
, I ~ 4 ~ ~ VERTICALLY & HORIZONTALLY l~ ~ ° I ~ ~ ~ ~ " SEE SHEET 13 ~_.._.~.__w--_.w_..~._...... ~ i ~ ~ _ - / ~ ~
x , _ ~ GATE VALVE FROM STA 0+00 TO STA 3+00. !I i ~ - \ ` " ~ ~ ~ ~i
I ~ 6 DI HYDRANT LLIG / i \ _
RPR AND CONTRACTOR TO i~~' I ~ " ;1 I I , I . ~ / ~~1~ / l
DETERMINE IF 3 REPLACEMENT ; ; I ENTECOSr I , ~ I CHRISTIAN 1 `
DIP REQUIRED. . , , II ~ SSEMBLIE I ;I GODBEY ROBBIE EUGENE
~ ~ ~ 1s718 CUYLER BEST RD'~: . / i '
SMITH FRANCES B HOWELL I I ~ _ , r , r.,
1600 CUYLER BEST RD ~ TEMPOR Y SEDIMEN AP PO BOX 1316 `F., ~ GO DSBORO N . / ~ - w r f % , _ . . - ~
325 SAND HILL RD LEN TH > C 27533 G 8.5 TAX ID, 06-3610-60-9416 f .r . y
ASHEVILLE, NC 28806 _ WIDTH - 12
TAX ID# 06-3610-60-3029 , WEIR = 4
C PENTECOSTAL CHRISTIAN ASSEMBLI
1600 CUYLER BEST RD
RT 16 BEST RD
GOLDSBORO, NC 27534
WI ( !
~ '
ti + ~ j i ~ FOR THIS SANITARY SEWER ~ ! '
- ALLEN LAWRENCE C & WIFE LORI ¢ I-~ SEE SHE T 1 ~ t ~,'i
CUYLER BEST RD FPdcS B , FP M E 5 , dcS 8 X18 ._.1 ; ~
610 PARK AVE 4
GOLDSBORO NC 27530 - _ _ r
- TAX ID# 06-3610-71-3058 STA 23+80
REMOVE PLUG ~ ; ? , " - _ 4i o 1~ t ~ ] f i
A NNEC P. 12 AT~~t MAIL.. _ _ • x
o- . - n Q ~ Vla { ~ " , o ~ ~,a ~ 3 ,
= FOR THIS SANITARY SEWER y' ~ ~ ~ ~ ~ ~ l I r 1 i ~ ~ i Ir
SEE SHEET 14 _ z ~ - - _ ~ ^ ~ i~ . Y i ~ ' ~ slcN ~ ; ~ ; CONSTRUCTI01~
R1 21 OFF r EP ~~6 v o ; ; ~ B~ ~ A N A E TR ,NCE~XIT ~
~ - _ ~ _ V1 - - - i ~ ` / 1 i I • ~ 3 PLCS % ~
D oo _ ~0 T.C,E, 1180 LF - 12 RJ ATER MAIN
+oo P.E y-
N ARIES ~ I + ~ M RKER 43+00 1.., ~ ELEC 51 ~ 1
_ ~ 1 METER ' ~ 44+00 ~ ~ u 23 OFF EP ~ 50 , ..~2'3'~D - ~ i l~ 1 = ~ + } 1,74 5 _ . ?3 OFF EP ~ l.
0 __.r.. ~ _
~ _ I A6NOLI • ~ _ as
m - _ - d - ' 48+00 _ ~ ~ ~ 5 ~ 36~ CPI ! 1+00 ---~j - 6 ~ . AD l
_ - . - _ aV0 pR~~ Tic oo - 5 FIBER OP 20+ _ SR ~ _ ~ ._.F ~ 4 MARKER - S'( RO
~ ~ - o . _ „I,
T w. ~ ~ - - c _,~.---~~~Z . , j S , - _ p , - pO ~ _ W ~
_ _ . - _ - ~ - _ _.-w,W _ r. - , ~ J 3 ~ p -
STN ~ . . , r ~ - F , _z.~_ - 0 ~ . _ 10
m - - ~ ~~Q - _ _ m I _ - - } , , .r ; _ . ~ ~ T
- I _ ~ r ~ I ! - ~ - , t~ ~ I } ' T - ,
~ I I f - I ~ ~ r. o - . - - t
- D- _ ~ I 4 SE - , E
° SERVIC ~ ~ r I _ N I ° ~ t FOR THI ANITA ~i' S S RY SEWER
I I 1 I 1 r r i I SEE SHEET 16 j`; .
~ . ~ F o r~' r i RPR ~I~a~CONTRACTI _ ~ ~ , - Z .1 CONTRACTOR T0~ ~ . ~
J _ . - r r. ~ y"DETERMINE IF BORINt 1 rn i IF BORING TUNNELING~~ i`~, ~
0 I` ~ r 1138 O r 12 ; r , r ° OF SANITARY SEWER CRY SEWER NEEDED 1, _
3 / x 1764 ~ ~ _ ~ ti
r x_.._x ~ DURING CONSTRUCTI( o % r ~ x q I ~so2 1 INSTRUCTION TO 1{ j'. ~ i STRICKLAfV~ ROBERT W & h' ~ 4 1 '
~ ° ~ PROTECT TREES. o , ~ + Q I . _ I TREES. BEST PROPERTIES INC ! m~
~ , _ I w I ~ , W NEB' HOPE ROAD ~ ~ ;h
~ r ~ STA 16+90 m - ' r ~ 1 Pg-~ BOX ~ 0085 ~ w
~ ' I ~ ° ~`__I o PROP. FIRE HYDRANT GOLD~`BORO NC 27532 ' ' 4 t ' ~l >
° ASSEMBLY-TYPE 2 .3 1 " TAX ID 06-3610-80-6536 ` ~
a 6 GATE VALVE & ~ ~
° ! 6" DI HYDRANT LEG Q ' ~ O p
3 1+ W
N ~ ~ 1, ,,i'€ ? ~I~: ,
t u
0 L
m T PROJECT NUMBER
a N N GOL0301-001-B1
~ REV. NO. DESCRIPTION DATI DATE BY APP'D ' w ~ ~ SCALE CAD NUMBER
~ .,,UIIIIINrr~,. ,~r11111lIL,. 1 /1 _
1 "=50' WATER SYSTEM IMPROVEMENTS
e 0 AKLAVIS BASE-GOLD DESIGNED BY CONTRACT
FP&S BENCHMARK 17 FP&S BENCHMARK 18 FP&S BENCHMARK 19 • ELEVATION: 115.35 ELEVATION: 124.35 AL EAL ELEVATION: 122.91 ~ - - MSC/MJK REEDY BRANCH SANITARY
° NAIL IN UTILITY POLE NAIL IN UTILITY POLE NAIL IN UTILITY POLE 19697 DRAWN BY SEWER IMPROVEMENTS DATE
Age: ARMS FPS D DR
One Centernew Drive, Suite 208 CANS 11812004
'%qFC S CPO ~~i q 4r, HAMS rrrnn,,,u' o4, a iIs Greensboro, North Carolina 27,07 CHECKED BY TW: 336-292-2271 Fax: [phone] GOLDSBORO, NC 18 of 24
/J/1innnttt` L a wmaroadis-uLcom WTR

FABRIC WIDTH EQUAL TO
WIDTH OF DISTURBED
EARTH WITHIN DITCH.
TEMPORARY DITCH STABILIZATION DETAIL
NO SCALE
PLAN STATION
NOTE:
TIE BOLTS
(T,P) I FIRE HYDRANTS SHALL BE
PLACED 1' INSIDE R/W
6" GATE VALVE (MJ)
6" LOCKED HYDRANT
90' BEND
C.L. HYDRANT
MAXIMUM TRENCH WIDTH
HYDRANT MEET
- DEPTH OF AT TOP OF PIPE
BURY TO MEET CONDITIONS -
ROTATE HYDRANT SO PUMPER
HYDRANT LUGS CONNECTION FACES STREET
I 3/4" GALVANIZED
— — — RODS (2)
AREA AT BACK OF PAVEMENT
18" LONG 6" DIP OR BACK OF CURB, AS
SPOOL (PExPE) APPLICABLE, SHALL BE
BACKFILLED WITH 6" OF FINE
EARTH OR GRANULAR MATERIAL �<
J
TEE (MJxMJ) TO UNDERSIDE OF BERM.
THIS MATERIAL IS NOT
TYPE 2 FIRE HYDRANT ASSEMBLY INSTALLATION INCLUDED IN PAYMENT ITEM
FOR GRANULAR BACKFILL.
NOT TO SCALE
45"
PIPE v^Jt�..,
TYPICAL BORED CROSSING DETAIL
NO SCALE
SECTION
OUTSIDE PAVEMENT
UTILITY
t
i•. iJ 1
, ,�i ••F .
=;
GRANULAR
BACKFILL
(1 EITHER SIDE
'}
OF EXISTING
DISTURBED
UTILITY)
DEPTH
DISTURBED WIDTH
PROPOSED WATER MAIN
UNDER EXISTING UTILITY (TYPICAL)
NO SCALE
SURFACE AT EDGE OF
PAVEMENT OR PArk- nc
CURB
ACTUAL
OUTLINE
PIPE BEL
BASED 0
SURFACE AT EDGE OF
PAVEMENT OR BACK OF
EXISTING
UTILITY
-1'-0" MIN
UNLESS OTHERWISE
NOTED ON DRAWINGS
MAXIMUM TRENCH WIDTH
AT Tnn ^r nenr
BEDDING,
BASED ON PIPE SIZE
SECTION
SECTION
INSIDE PAVEMENT
LIMITS OF PAYMENT FOR
_ GRANULAR BACKFILL BASED
ON MAXIMUM TRENCH WIDTH.
GRANULAR BACKFILL BEYOND
MAXIMUM TRENCH WIDTH AT
TOP OF PIPE IS NOT INCLUDED
IN PAYMENT ITEM FOR
GRANULAR BACKFILL.
GRANULAR BACKFILL
BELOW 45' LINE, EARTH
BACKFILL ABOVE 45' LINE.
AGRANULAR BACKFIL TO BE USED
ONLY WHERE DIRECTED BY THE
ENGINEER.
CROSSING PAVEMENT WITHIN MAXIMUM TRENCH WIDTH
GRANULAR BACKFILL
NO SCALE

N
a-
STRUCTURAL -
STONE
12" MIN. 18"
�y 00o°
°DIVERSON `
`°Oo°O°OPT O°°c OIN
SEDIMENT
CONTROL
STONE
12
PIPE
A
FLOW
D
STRUCTURAL
STONE
18"- I
\ --'ROADWAY SHOULDER
D_ _ FLOW
18"PIPE MAX.
SECTION A -A
ROCK PIPE INLET SEDIMENT TRAP TYPE "A"
NO SCALE
Yili ?ENc:cl.cons�.7,e;loP tld*
K�
13 U
t
M a !- PROPOSED GRADE
6"TUCK
EXMINB creaott
TEMPORARY $11T FENCE
niorss 7 T. S .
I. rence fabric *hall be a minimum of 32 inches in width and shat,
have a minianml of 6 line vires with 12" etey epadina.
2. Burtap shall be 7% oz. weight and minimm of 32" in vidik. Wr-
lap shall be fattened adeduatety to the fabric •a directed by the
Cngtnees. ,
3. Steel post 611411 be $10" in height and be Of self -fasts*.- "1*
*tett, type.
4. Wood post *hall be 3' to i' in heLxht and ] to 4 inches in deter.
hire Fabric ahait be fastened to wemden post with not teas than sh
ataplae 1k" tong.
5. Silt fence shall be maintained in road condition.
DSM
T
(inch)
A
1
13.68
3.36
NOTES:
13.92
3.48
1. STRUCTURAL STONE SHALL BE CLASS
'A" STONE.
3.48
2. SEDIMENT CONTROL STONE SHALL BE
NO. 5 OR
5.67
NO. 57 STONE.
16.56
4.08
3. TOP OF BERM SHALL BE A MINIMUM
ONE FOOT
3.48
BELOW THE SHOULDER OR DIVERSION
POINT.
2.69
4. A TOTAL SEDIMENT TRAP VOLUME OF
1800 CUBIC
3.36
FEET PER ACRE OF DISTURBED AREA
SHALL BE
PROVIDED. SOME OF THE REQUIRED
VOLUME MAY
BE PROVIDED BY OTHER UPSTREAM OR DOWNSTREAM
SEDIMENT
CONTROLS.
CONTROL
STONE
STRUCTURAL -
STONE
12" MIN. 18"
�y 00o°
°DIVERSON `
`°Oo°O°OPT O°°c OIN
SEDIMENT
CONTROL
STONE
12
PIPE
A
FLOW
D
STRUCTURAL
STONE
18"- I
\ --'ROADWAY SHOULDER
D_ _ FLOW
18"PIPE MAX.
SECTION A -A
ROCK PIPE INLET SEDIMENT TRAP TYPE "A"
NO SCALE
Yili ?ENc:cl.cons�.7,e;loP tld*
K�
13 U
t
M a !- PROPOSED GRADE
6"TUCK
EXMINB creaott
TEMPORARY $11T FENCE
niorss 7 T. S .
I. rence fabric *hall be a minimum of 32 inches in width and shat,
have a minianml of 6 line vires with 12" etey epadina.
2. Burtap shall be 7% oz. weight and minimm of 32" in vidik. Wr-
lap shall be fattened adeduatety to the fabric •a directed by the
Cngtnees. ,
3. Steel post 611411 be $10" in height and be Of self -fasts*.- "1*
*tett, type.
4. Wood post *hall be 3' to i' in heLxht and ] to 4 inches in deter.
hire Fabric ahait be fastened to wemden post with not teas than sh
ataplae 1k" tong.
5. Silt fence shall be maintained in road condition.
DSM
T
(inch)
d
inch
1
13.68
3.36
2
13.92
3.48
3
13.68
3.48
4
22.56
5.67
5
16.56
4.08
6
13.80
3.48
7
10.56
2.69
8
13.44
3.36
11 )j3
Le wir
SEDIMENTATION AND EROSION CONTROL NOTES
SEEDING AND MULCHING TO BE APPLIED WITHIN 30 DAYS OF ALL LAND DISTURBING
ACTIVITIES NOT PREVIOUSLY STABILIZED.
SILT FENCE TO BE INSTALLED AS SHOWN OR AS DEEMED NECESSARY BY VISUAL OBSERVATION.
WHERE APPLICABLE ATTEMPT TO MAINTAIN A MINIMUM 5' NATURAL BUFFER ALONG EXISTING DRAINAGE
DITCH, INTERCEPTOR I CREEK.
IF BUFFER AREA IS DISTURBED PROTECT EXISTING DRAINAGE DITCH INTERCEPTORICREEK WITH SILT
FENCE AS DEEMED NECESSARY BY VISUAL OBSERVATION.
UPON COMPLETION OF WORK IN BUFFER AREA IMMEDIATELY RECOMPACT, SEED AND MULCH AREA.
WHERE APPLICABLE SPOIL EXCAVATED MATERIAL ON THE SIDE OF THE TRENCH FURTHEST FROM EXISTING
DRAINAGE DITCH INTERCEPTORfICREEK.
'�•e•y�Yiir�i:rr� �� n�* *ata, ••:,��'
•' • `• a• s �®.r� V •'rare �'•i�•
.• .b p• saa .c fad
So * 57 STONE
FILTER
rLOW
..° 71?I
CLASS A STQNE N TYPS j
CLASS 8 OR CLASS I STONE - TYPE
• UNLESS OTHERWISE SPECIFIED ALL ROCK CHECK DAMS ARE TYPE I
ROCK CHECK DAM
NO SCALE
TYetCAL Co
2 x 4 wood frame
T
max
T
it
I!
2
� 1
DITCH STABILIZATION MATERIAL
NO SCALE
Drop inlet
with grate
&0-*- Frame
01
._,
EXISTING GROUND
Z
00
SOIL STABILIZATION FABRIC
UNDER STONE
MIN.
PUBLIC STREET
U
m
a
NOTES:
1. A STABILIZED ENTRANCE PAD OF WASHED STONE OR RAIL ROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE MAY BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN SEE STD. NO. 30.116.
6. SOIL STABILIZATION FABRIC (AS SPECIFIED BY THE DESIGNER) SHALL BE USED.
P,SUizES
0
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NO SCALE
AU.. .URgiQq&E STK.�CTu�Es
Gather
excess
at Corners
Installation of }abbe and suppofthq b'ame for inlet protection.
Construction 1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
Specifications yarn- omra strength (50 lb/I inch minimum} -that contains ultraviolet ray in-
hibitors and stabilizers. Fabric should be suffic :eptly porous to Provide adequate
drainage of the temporary sediment pool. Burlap may be used for short-term ap-
plications. It must be replaced every 60 days.
2. Cut fabric from a continuous roil to eliminate joints.
3. For stakes, use 2 x 4 -inch wood (preferred) or equivalent metal with amin-
imum length of 3 ft.
4. Space evenly around the perimeterof the inlet a maximum of 3 ft apart,
and sesarssly drive them into On ground, approximately 18 inches deep.
5. To provide needed stability to the installation, frame with 2 x 4 -inch wood
strips around the crest of the overflow area at a maximum of 1.5 ft above the
drop Inlet crest.
6. Place the bottom 12 inches of the fabric in a trench and backfill the trench
wilt atleast 4 inches of crushed stone or 12 inches of compacted soil.
'f. Fastest fabric securely to the stakes and frame. Joints must be overlapped to
the next stake.
S. The top of the frame and fabric must be well below the ground elevation
downslope from the drop inlet to keep runoff from bypassing the inlet. rt Wray
be necessary to build a temporary dike on the down slope side of the structure
toprevcnt bypass flow- Mawrial from within the sediment pool may be usfdfor
diking.
TOP OF BEA
AS SETTLED
FILTI
-• .A1 \IIAI -.
ELE-V^ATTIION
TEMPORARY SMALL SEDIMENT TRAP
NO SCALE
BERM 6" TO
R SETTLEMENT
4RD (MIN)
1 1.1. RAP

I I VERTICAL GROOVE I I w%4HOOKS �S EXTEND OVER INVERT
FILLED WITH MORTAR !
IF Ff Y �~ EXISTING SEWER MAIN
�' ''=• ~`}•: �rJr :,i-, ARIES FROM 2.0' TO 2.9' USE 2 BARS "�.
7°. b ;., • i ' J
IF *W VARIES FROM 3.0' TO 4.9' USE 4 BARS
` IF 'if VARIES FROM 5.0' TO 6.9' USE 6 BARS> �': •' ~ ~ : GROUT
FP
IF 'VARIES FROM 7.0' TO 9.0' USE 8 BARS r• , ` • y ; r ? ` `
' :�•' �. r.; ' :5.. + +•, • r^ .,. j. L:.•• ',. •S �, EXISTING SEWER MAIN
1/r INSIDE + .,
MORTAR Jahr SECTION A—A `:` :; • '�: ;�
-';,- SECTION B—B ' =
' �;. E A :.
I-� _ itr .::� SECTION la ';i,,. ,,•' ;. t�'
\\ SCALE: 1/2 - 1 -q" SCALE: 1/2"
_ '- " `�' C-C • �, r,,. :::�t._._.._.�_.�.r:'•� :« .r,t.<• ,.' .-,�:.••• ..�,;r_,: a
/ 1 O "•. ;;.T' SCALE: 1/2" = 1'—q" f;::.•;: 't"•,,.
SECTION D—D
SCALE: 1/2' SECTION E — E
EXTENSION RINGS
EXTENSION RINGS AS REQUIRED
i — AS REQUIRED
0 M.H. STEP 4'-0' FOR 8 TO 12' MAINS
24' REINFORCED AND MADE T-0" FOR 15' TO 30" MAINS
VARIES IN ACCORDANCE WITH
0 3 �� It,, 16' ;;' VARIES ~"' REINFORCED AND MADE '.� ASTM C-478 6'-D" FOR 36° TO 54' MAINS
IN ACCORDANCE WITH e
g, 4'-� r; `• ASTM C-478 ,
�• NOTES: .�`• J +', ;,
1 Y M.H. SPEP c a M.H. STEP 12'0 1. FLOW SHALL BE MAINTAINED DURING CONSTRUCTION.
A A G' 4'-0' or �', 12'0 C D zf VERTICAL r•M :;�'' ,� GROUT
+:' , VERTICAL :. 5' °• 2. THIS DETAIL TO BE USED WHEN A G OR LARGER
_ d,• LATERAL, NECESSITATES CONSTRUCTION OF A NEW MANHOLE. 6" O S'
VARIES «,,.• � ` ;: 4''—� : 5' :r ,� i .,:.t .., •� :, ., : ; + . t..
> c 1/rT 1' OF CEMENT VARIES ' - - - - - _ _ VARIES - - �- - - _ _ - - ;:�.� : _ ; :r '' 1 3. SEE STANDARD DETAIL FOR PRECAST MANHOLES.,r
MORTAR MORTAR B �' '' ;:1 -? r• I
JOINT B 1••- 6" (� �. ; �w 4. THE CO HALL PROVIDEI W-C 0 P NE
i 4• r '+ i•a : : t 24° I 24 - ,' MINIMUM If COMPACTED 167 STONE BASE s �';=''.; ,.< ;: i ? • ''..•�:.: +.. 't •,? ;` x i..
CONTRACTOR S
O •r1 _S•• •~'C.r•. f« •. <., l•'•t-.^y r• -,,,- ���:► .rte. �',:••r:•.
s' s : �•d,, �•:�, a,, :�, : .t k; ; NOTE ALL COSTS ASSOCIATED WITH ELEVATION
':J.• •:r• ,i' ''.r .tit ~", < �: 4 " .. �'f:�• ., . ,, ::Lg �,•� — :.��.•:
;_ w.:;• .• ,, ADJUSTMENTS OF NEW MANHOLES SHALL BE
0.698 CU. . P. +' +� . i •' i , .• : r.t : +. .r:' SEWER MAIN
�'. , t;. i ..r -:• :..,: _ ..:�'^ : ,:: INCLUDED IN THE COST OF r;:.r.:=FT
YD. CONC. 3' ~,. ;:: :;;`._ rid'. r-: :i::•>.~ 8' THE PIPE.
y. .. r i',
1 • .t'•w •�:•• •'�+.'Z •�•~ •a•'� L'J•r«�.r:' •t„• '� «•�.r.,,�• .• :1•'' F".!•••:. 'a' •'••J •: •.!' •i•`,` wa•!. •''w•.P •S••1'.''.,.i•t' ^'J• `—
IT �• _ _ ' �'.•� -' SECTIQN F F
6r—M g' {} t .r".'!•'..�!{•�. •:: Cr, i'�J': 7~r.rr aG
STANDARD MANHOLE INSTALLATION
SECTION A- A SECTION B- B SECTION G- C
II secrloN D - D OVER EX I STING S EWER MAI N
STANDARD BRICK MANHOLE STANDARD BLOCK MANHOLE STANDARD PRECAST II _--
,_ , " _ , " MANHOLE II !� STANDARD OUTSIDE DROP MANHOLE NOT TO SCALE
SCALE: 1/2 - 1 0" SCALE: 1/2 - l'-Cr SCALE: 1/2'= 1'0" II c4
�1
FOR EXISTING MANHOLE 1.D' WIDTH 1.0'
BOLTS TO PIPE SCALE: 1/2'= 1'0"
Z" BR. CONC. SURFACE ON
STEEL ENCASEMIENr PIPE "• NOTE: SEE STANDARD INSIDE DROP MANHOLE &STANDARD EXIST. PAVEMENT 6' CONIC. OR 3' BIT. CONC.
SURFACE ON 6' CRUSHER RUN.
ENCASEMENT PIPE _ PRECAST OR BLOCK MANHOLES FOR FURTHER INFORMATION
SPIDER
• � • CONCRETE') `'•+'
HEAVY DUTY STEEL SKIDS (4) ....-- ��,-
CARRIER PIPE PLAN &SECTION VIEW t _ I
CARRIER PIPE C.I. MANHOLE STEP i 6z, COMP � - WELDED MITRE FABRIC
( SPIDER SIZE DETERMINED BY NOT TO SCALE N I c� _ 6 x 6 - W21 x W21
SPIDER DETAIL PLAN VIEW '° ICAS�G A° DDEWEY PR m Q`LAL '�' I -
COMPACTED BACKFILL
NOT TO SCALE VALVE - TAMPED IN Ir LAYERS
NOT TO SCALE t
I
SPIDER, BY SPIDER MFC. OR � R/W _ ( _
AryPRovED EQUAL SECTION VIEW
'l I t.o PIPE 1.0
TOP OF COVER :y : NOT TO SCALE y c G , c c
' : ; PIPE CRM
y• I
.•,• T TRANVERS
Olk-
:. 43 A.B.S. SADDLE
PIPE PIPE TO L SOIL
-,�--_� TYPICAL PAVEMENT E CUT DETAIL
COUPLING 445-401' OR \
G PIPE CROWN/�. SAN. SEWER ONES LOCATED T
G APPROVED �� - \ C/o IN THE CL OF THE STREET STREET , WOF ATER T0�1T)D TO THE SOUTH � EAST NOT TO SCALE
I nW
NOTE TO CONTRACTOR:
VALVE LOCATED
s ALL PAVEMENT CUTS SHALL BE REPAIRED WITHIN A MAXIMUM
QF; ? NGLINE ON /YT TYPICAL I Y
X.• r STAINLESS STEEL - - - - - - - - -� - - - - - - - - - - - - i OF THREE (3) DAYS FROM THE DATE THE CUT IS MADE IF
:� .�:• ,' .- CLAMPS
CONDITIONS DO NOT PERMIT A PERMANENT REPAIR WITHIN THE GIVEN
• . :; .:`.� ;� r . : ,� .� .; I VALVE TEE TIME LIMIT. PERMISSION TO MAKE A TEMPORARY REPAIR MUST BE
t/rR �.a
NOTES: SaOF
m CROSS
OBTAINED FROM THE CITY ENGINEER.
C Ak G I C& G
1. PIPE SIZE FOR DROP TO EQUAL NOTES- Y
1'RINFLOW SEWER PIPE SUE 1. BACKFILL UNDER A.B.S. SADDLE ADAPTER
HYDRANT LOCATED AT C&G RETURN
PLAN VIEW 2. MECH. JOINT OR PUSH-ON FITTINGS, AND CAST IRON BEND WITH ¢67 STONE As �
t/2' ALL BELL, TO BE USED. SHOWN ON TRENCH BOTTOM DIMENSIONS ANDRAY I R/W
3. SAW-CUT OR DRILL ALL HOLES FOR BACII�IJM REQIltRf1LENTS FOR P.V.C. AND SADDLE
U BOTTOM OF COVERPIPE AND BOLTS. ARS. DETAIL
I
4. MOP--MANHOLE MANDATORY WHENINSTALLATION , VALVE
DGMITWEEN INVERTS
E is "w. LATERAL SADDLE INSTALLATION DETAIL LIMITS GRADE
5. STAINLESS a MOPS
SHALL FINISHED
BE FOR A.B.S. COMPQSITE PIPE NOT TO SCALE TYPICAL LINE LOCATIONS
:.: USED ON ALL DROPS GREATER
�'�•� THAN 5 FEET AT IT INTERVALS.
t •
NOT TO SCALE FINISHED GRADE
s N1' x rOT TO SCALE SOLID P.V.C.P.vc. ,:�.: •` 1•:
RING_ I I I 11=
�.i ti ; ;ti - CAST OR DUCTILE IRON
`D PIPE TEE WITH CUT-OUT _
` CLASS AWWA-C110 _
0 T-2 1/f TI DIA. MIN. r%7 Y 1 = UNDISTURBED SOIL
U
ONE JOINT OF DUCTILE 4SP.V.C. INLINE WYE
3 � 5/IE IRON PIPE COMING IN PIPE CROWN (- UNDISTURBED SOIL
0 '
I'- 11 1 13 7 � .�;.
O ° O
}SPRING LINE�
i' 3/8" •• a � _ °t-
nuBOLTS dSTRAPS GROUT ,,'°•__
PIPE GRADE
I
T;T •. a� � . SPRING UNE - + - BEDDING
LATERAL INSTALLATION DETAIL HAUNCHING PIPE GRADE
2 t 3„ 1 1/2' ` GROUT i DUCTILE ICON PIPE CLASS AWWA-Ct51 s �;s-.y' - _
._ X57 STONE II I
FOR P - _
V.C. PIPE T -{ „DING O.D.
1/ WORK WELL UNDER MINIMUM SIDE CLEARANCE
2 3/ w n CAST OR DUCTILE I � awc t.mt * a` I - b OF PIPE
3 3 f r IRON 90' BEND N tits a tAt Km '°°""`" e NOT TO SCALE - BOTTOM OF PIPE O.D.
0: _ -9�. it ;, •�'. r. . s.,;5 • : i; 'fit , : s [ if_LoF PI'E �� 2 MAXIMUM SIDE CLEARANCE
41 a CIL ML Ng at CE
1'-10 1 E'
F PIP
9 MOM =a s CO. sa�enut io. nuc usse Mtult BOTTOM WORK OF PIPE � O O.D. E � MINIMUM SIDE CLEARANCE
irt�i1 117' I of PIPE 11Y I
4 3 Nr coma•,a. s ""� *ii,r "M I r• 1.01F PE i MAXIMUM SIDE CLEARANCE TYPICAL BACKFILLING REQUIREMENTS
& TRENCH BOTTOM DIMENSIONS
SECTION VIEW #
-• 1r11iA a wE o FERNCO COUPLING OR EQUAL 1 i
—SDR-35
TYPICAL BACKFILLING REQUIREMENTS FOR PVC PIPE
'"" ��„�,
&TRENCH BOTTOM DIMENSIONS NOT TO SCALE
E CONCRETE
SECTION c — c TYPICAL SANITARY SEWER LAT L CONN..QT :. '. » t ! I COLLAR FOR ABS & PVC COMPOSITE PIPE
STANDARD INSIDE DROP MANHOLE NOT TOSCrSLE}
NOTES. I. itiE 1FlJ>I i. Af > , NOTES: - NOT TO SCALE !' T t ""DUCTILE .
O TO SCALE
TILE IRON PIPE OR SCH_ 40 PVC
TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE
• . MANHOLE RING & COVER. 2. 00, ' TAKEN FROM THE INSIDE FACE OF THE SHORING AND BRACING.
U' AS DIRECTED BY ENGINEER.
USEE CITY OF GOLDSBORO STANDARD FOR PRECAST ORM -. LENGTH DETERMINED IN FIELD BY ENGINEER. 2. STABILIZATION STONE SHALL BE INSTALLED AS SHOWN ABOVE WHEN DIRECTED
NOT TO SCALE BLOCK MANHOLES FOR ADDITIONAL MANHOLE DETAILS. 3. FOR A.B.S. OR P.V.C. INSTALLATIONS, SADDLE AND BEND MUST BE BEDDED IN BY THE ENGINEER.
L DEWEY BROS. MH-RCR-2001-FC 167 STONE .BEDDING AND HANDLING MUST COMPLY WITH REQUIREMENTS OF 3. NO ROCKS OR BOULDERS 4 OR LARGER TO BE USED IN INITIAL BACKFILL
USE DEWEY BROS. MH-RCR-20D1 INSIDE DROPS WILL BE ALLOWED IN 410' DIAMETER MANHOLES STANDARD DETAIL FOR TRENCH BOTTOM DIMENSIONS AND BACKFILLING DETAIL .FOR .REALIGNMENT Al�tplOR � REPLACEMENT 4. ALL BACKFILL MATERIAL. SHALL BE SUITABLE NATIVE MATERNAL, UNLESS
FOR AREAS OUTSIDE OF PAVEMENT ONLY AT THE DIRECTION OF THE ENGINEER, REQUIREMENTS FOR P.V.C. AND A.B.S. DETAIL OF A 5gCTION OF AN _EXISTING SANITARY : S.E1A I SELECT BACKFILL APPROVED BY ENGINEER.
N
TAP IN CONFLICT WITH PROPOSED fMPF20VEMENTS -Nor To SCALE 5• BACKFILL SHALL BE TAMPED IN TRAFFIC AREAS, 12 IN NON-TRAFFIC AREAS.
o:
PROJECT NUMBER
REV. NO. D E S C R I P T I O N GOL0301-001—B1
CAR��JJ'J�� \\ ���Illl lClJl tAln��/ / DATE BY APP'D
� �+/T SCALE
;�\�°�••FEssiQ•-.' �N ' - AS NOTED SANITARY SEWER INSTALLATION DETAILS CAD NUMBER
�17'+ GOLU S121
0 'Q� �Y �O 9 J� ARCADIS DESIGNED BY
CONTRACT
S = AL - MSC REEDY BRANCH SANITARY
in - 19697 _ = 18101
DRAWN BY
�y'•:'yGINE�RX��v" :9L'•• �� ARCADIS FPS MSC
SEWER IMPROVEMENTS °A
i INt ''�►, . 11812004
2, 11 •S' CP�-�����\ %� q HAM\L��\\ One Centerview Drive, Suite 20$
\1 ��O Greensboro, North Carolina 27407 CHECKED BY
,) glo4- �r,lllllllTel: 336-292-2271 Fax: [phone] GOLD
www.arcadis-us.com WTR SBORO, NC 21 01F 24

PL_ A. H v leW
CATCH A'51N Y WHERe Lf -\R E
PPE ICS u1 ED ARD m r=NC)1.
0
1
TOP SLA+
'roP S LA5 -
P L /atl K.I. E tV
CATCH btASN WHERE LARGE PIPC-
FROM BACK To FRONT
NO SCALE
'&A C V
Gv1
SGT ION. G -�
wo-
V4 rr r "To ISLCI
F'LPIN V IEW-
STANDARD CATCH BASIN
NOT -ro SGA.1-E
�ll
SECT.10N A -A
5ECT 1oN 5-5
CD ot'l
Ado 1` 'q°'ca SLAt"9
1
y , µ 8"
SCALe
i'�V i AC IwXPANioN 3 -of n1T �`4"
ioi D L_Eh1G,`rH
4 5A%Zs ° v" I✓q # 8 BA? "\4 "G QUP11-LI
43 AG D SPac�p
� 2
m�
d`
_ pI.AN Vi�`V
TOP SL A5 C.ATC H C A i
"OT -ro 5c tom;^lF
W _
ce ' J
GEQ0W H- H
NoT To SCAL-E
sec -[Ian D- p
tao-T �0 5cgt.
y11
%jam-
•
NOT -ro SCAL0
� 1�
0
H
wA
4 dl °e
5Ec-�:a,3 F-
JIOT 0_ 5C&*
PL. A1�4
N6T ro '_:�cALE
( VAK ABLS, I2! MWItAU�I i
f1
=� fi:a,,.
f:: /f:T
TYP. CRoSs ;Lci;�al
M�1�IFiE� TYi'C CUt;� � G�)iTE-2
P.S.1. Caa1C .
QiZoP- l,WA&ELCt. V. IZAMPIN
►2 � i StvPE �
NoT T& SCALE
-
f4oT To r6cALi
PLAN `1IE\1W
0.1. R { RST � T�PE� .c„ � Aitii CURB
NOT TO �5 x,41 -.F_
U,5 t~ c�EE- w e,-� S k c l:. a 14 - Za J - 12c) -ml OR APF' RsONIE-V Eq U A� ..-
ScALE q. . 1 �a
I, IUt;AL GST oi^ CURB � q uITER- 7 85
S.Y.
i2.c)' 4.3a ':�.`&
4.-14o S • Y.
l4. ti' Sa 2O s.y+
115. o 5. Cv4 S.Y:
EACH 500T !t1 \11VTK viFFIE?GMCE, ADD 01(
00
F2N VAP
?V P, cRo-_s 5EC Ot J
Po LL, TJPG C.'JRB C,vTTGe
01
y-,
TO. cuKF_ nE to
A
PeoP, wt�E t_CNA�iL ��Mf�
('R.4. pep" SSED 'Cuffs � L Ptta4?. A'`Pf,'_Q t7 cufLF�
Nc-T To Sc -Al-
SIDG WAL K G)HCELQ14AI1C IZAMP DETAIL
Se^Lrz t AS 580u.V%i
ItAF,hI
QWS AGa0AQ_TI
N
raj
.x.
ri = ■1
_
W -m
PL_ A. H v leW
CATCH A'51N Y WHERe Lf -\R E
PPE ICS u1 ED ARD m r=NC)1.
0
1
TOP SLA+
'roP S LA5 -
P L /atl K.I. E tV
CATCH btASN WHERE LARGE PIPC-
FROM BACK To FRONT
NO SCALE
'&A C V
Gv1
SGT ION. G -�
wo-
V4 rr r "To ISLCI
F'LPIN V IEW-
STANDARD CATCH BASIN
NOT -ro SGA.1-E
�ll
SECT.10N A -A
5ECT 1oN 5-5
CD ot'l
Ado 1` 'q°'ca SLAt"9
1
y , µ 8"
SCALe
i'�V i AC IwXPANioN 3 -of n1T �`4"
ioi D L_Eh1G,`rH
4 5A%Zs ° v" I✓q # 8 BA? "\4 "G QUP11-LI
43 AG D SPac�p
� 2
m�
d`
_ pI.AN Vi�`V
TOP SL A5 C.ATC H C A i
"OT -ro 5c tom;^lF
W _
ce ' J
GEQ0W H- H
NoT To SCAL-E
sec -[Ian D- p
tao-T �0 5cgt.
y11
%jam-
•
NOT -ro SCAL0
� 1�
0
H
wA
4 dl °e
5Ec-�:a,3 F-
JIOT 0_ 5C&*
PL. A1�4
N6T ro '_:�cALE
( VAK ABLS, I2! MWItAU�I i
f1
=� fi:a,,.
f:: /f:T
TYP. CRoSs ;Lci;�al
M�1�IFiE� TYi'C CUt;� � G�)iTE-2
P.S.1. Caa1C .
QiZoP- l,WA&ELCt. V. IZAMPIN
►2 � i StvPE �
NoT T& SCALE
-
f4oT To r6cALi
PLAN `1IE\1W
0.1. R { RST � T�PE� .c„ � Aitii CURB
NOT TO �5 x,41 -.F_
U,5 t~ c�EE- w e,-� S k c l:. a 14 - Za J - 12c) -ml OR APF' RsONIE-V Eq U A� ..-
ScALE q. . 1 �a
I, IUt;AL GST oi^ CURB � q uITER- 7 85
S.Y.
i2.c)' 4.3a ':�.`&
4.-14o S • Y.
l4. ti' Sa 2O s.y+
115. o 5. Cv4 S.Y:
EACH 500T !t1 \11VTK viFFIE?GMCE, ADD 01(
00
F2N VAP
?V P, cRo-_s 5EC Ot J
Po LL, TJPG C.'JRB C,vTTGe
01
y-,
TO. cuKF_ nE to
A
PeoP, wt�E t_CNA�iL ��Mf�
('R.4. pep" SSED 'Cuffs � L Ptta4?. A'`Pf,'_Q t7 cufLF�
Nc-T To Sc -Al-
SIDG WAL K G)HCELQ14AI1C IZAMP DETAIL
Se^Lrz t AS 580u.V%i
ItAF,hI
QWS AGa0AQ_TI
i✓S OR
_V) F D P
CO\j v<
Chit � c istoc�
F
�.cr1�+:. i? II`l t`:\',> _
hla�s._a_
>�IcY,F—m—le
0r�Ei
-
_
PAS
A,
td k P r H
�
1�iprH
G
SPA:4
I-�trt�_ i N I;VAr
m1N. W,��`
FEARS U
�° �r✓11"'1"Fi
FAf? V
�s i.EPI; '(Fj
fv- t-i,li�Tti
T� �t
Ei'
L t3�
f,f. _
Lyr�1�
TM�oT��
C
i�PFt i; r.
F
C rel,
_
614
0.:.4;fib
o,o34-
1+_4tl
__
-
o
cl �t4.._
C). 5,a
_0.011'
G_Ln4,�_._
r.,�..
U 4a _
-_0 071
2'
�....___._-.•
4`
4 ,`_Cv�
43`
_ 1"
-
�C.`
0.1.}7
Q._.�
LP 1581
C G�
f 301
_v
..__-,-._
�34w"
__._._
.._ t U
- io
1 11
- 8
_^ `�
�3.
_
c}�
�.'°
q
3"
_?'_7
5
o2'`
o;-(ao
0.797
I.Pi1!
M
y
.'
'`-34
._�
44u
4''iG
""
40
P,i4ty
”
-
(4p_
34,t
34''
3
7.343
�'-o°
2`-
Sq';,�„�
?"
154=
4-O
t�
'Q Q
_7 n ry
cT►o� a- J
L
Nc i Pas
1} lYi(�Q�At� �caitiT`� CSN Tl-t� INSIDE
DIAM>-TER- M0`5r PSE Ile':t ;l THICK—
2> ALU
ALU exF-osep Mof�T'AK 30tiv_js WILL
Y�� CoP•lcgvt�€� Too�.E� .
3� 3000 PS.I_ Cotic'S� o U r✓�i.
OV- rt_oUKLA5s Ami?
ou►.ai7A�lo i Ji , BG AGcor�PLtSH�@
�y FoittinIwC, .
:5-,.) ALL CATCH RAaI"c:, OvSQ 3`-tP" PtrP.TK
To 8� VTOIJ 75v . W rn; tAS-TAI< 576p5 ,
AW
it= DI1ZGc-TeV 54 T146 Erac,!Nt✓;✓�, ti.isTALL
4 G. 1. PIPE \ITR COPP6tZ 15"66' MESN
ST0t4F FlrrY6K ua "Ioi� SEcTioN aF G.F�` 5
A,�,© M.H.'s &LoW 5U5CjRAV6 .
a
C-A,crk 666 W Ou

5�c-C"r ors K -K
0 �
qr
� M.tt.SiEP
_NN
T-
1
4'4'1
Vp rQl� �
,P 4 4
S`tA�DARp F��tGK MANt�LI✓
Sa✓cTtou oN
214,
1 ,1�
4
K
zT'1chu GF,o©4E
iwev 1J tT1i N10RT�
V
3AC,KFtLL,-rAtA1?cp
so 1 L,
CLASS 200000fAc. 0,4 4",.
,VA5ovs Pips
PIPE.
P11 -C- C V RAt�
X10, Cv7 STc . -- 3 M 1 19-0
G�,A55
(ARCH EMC-ASEASM-r�
Vx r IASoo14 Rtes
- ids REc�vtREv '
E11,1Fo�Gt=G At Av MAPS
I" kcogi>At1C.E \ivvv ASTM G-4-13
FAG Ki+ILL � �rl�MPt="� .. •- - : -:
� 1 to l.,p" LAy�.6� --•
5 1 � � 1►
5-rANvar�p Loci; . 1�tlal oL 5-rA"VARv ?R'SCAs-T MMS kjOL,E
�Ec-rtoN oN
SEc-1�oN ata
l�Co►Is�1'w,cT tNS�rl�rre�ac,� sox/MH SevAEL LtlJtrs c01,JNACT
WITA IJCW SToev- DeMOAGIIE LINES . \AIA'TGV- eQ SCwe(Z- Lj"c
\c/," SAWu= s1r.E DUeTIL_Lr 1goo rin;: TNtLv New sTe�eTva.� .
2)au- eosrs Iassoc"Tr.D wlj7'I C-L.rrv,01TI0,J AD3ogTrAeaiw-.1 or= rJt-w t rwL= a.�D
Neter/ to rem COST Or
ToP 4F Co u
c:!. Apvwx e Ri Nrq 4 G oyER
P�tVtiy gR05, i,��, RCR•�.C?t?t- EG
UsE Pewty Blas: MR- RCP- 2001 Foit AvmA5 -
- 001-5Ive
� o-iTom CIF Cavv iR
� NSE.�'fi �iltl+a
.c.
IUOT TO ScA>.L6
t1
FLAO
t1
• Dt~�l�� t3 tzo� , tAt 1-t - S T - I � ©tti A�'RoV�y EC?JAL
PE C4RAP(5
v 1a�1<��•,:; r� T��
'"JQ1?�
NO. t.-7'S-T0Nf-:
-rb OVIS 60(TA
\igRTKE-AL. ttF-ICgWrF17
r-
.1,
( t% WST CLNSS)
®AC. Y, F i LL ,� TAMPI; t7
l.AyalKs
C, IAss C C�
V.G. �. i�.C.. �%►���
P:1W.15,4G-P Ir GRAPG
F1 MAL-
SacK F I I -L - _
Toe of CoMi'Ar."'' IE.P FILL
07Trf -vI
*vlsTOJ�5&D SOIL
NOTE TO CONTRACTORS
ALL PAVEMENT CUTS SHALL BE REPAIRED
WITHIN A MAXIMUM OF THREE ( 3) DAYS FROM THE
DATE THE CUT IS MADE. IF CONDITIONS DO NOT
PERMIT A PERMANENT REPAIR WITHIN THE GIVEN
TIME LIMIT, PERMISSION TO MAKE A TEMPORARY
REPAIR MUST BE OBTAINED FROM THE CITY ENGINEER.
I'.o vE�-r►� 1�0'
t\to. to7 `a
-1c) �i�
EX 1 S -T �t/ �� t1 i 2" I iT.CGhlC. Ji>sZf-J ori L' Co'kizaTE OR. -s"
BtTJmit-lou-ir, CeNJCtzsTc--
.�'R'�t �•��' �`•fp" 'CoI:lGRCT '£�: , euuFA.Ct,: orl �>'
.. 1�EL DEp \II�E �AJ31KtG
�- Ct�NtPAc-rEr>
D L3Ack F I LL TAMFtwJ> I Q
i4t Q 1 rr-A- ,F. t '
TyPICAL
"s"Ra�uv� �avlt�aT
K►LL, TA;�e'Ta CUT D6TAI L-
C.o" LAy gra
12„
yn,tZt1GS
I
\/tic. `� 3ood P.5.1. Gl+�leeT� E+V�Ttr�t•i
cc�NGZsi•F- COLLAR.. A•IL.
40 SeAL.a
i'egUI RIMG, SHOTIMC,1 A1,; 13P\AC0,1q -) DtMEti51aNS
5t11 L1. `3E TAKEKA FKoln 'C'►•te I Nsl atm FHGE 01:-
Am
fAm 5 RAGI MC -1
2.� MO 1ZOCK5 oR 500L.Z9r1iS 4" oR LARGtER Ta 8E 05,0:;�
1V -A I I.A 1 T• I AL. F3AC-K F I LL .
3) ALL- EIACKHI-L_ MPtTER1AL-SHAL-L. 13G SorrAlaL.G NLATIvEE
' Z-01 MATERIAL UNLE54 SCt �ci- �3Aci� IL -L. >�PPRoe1 T� Sy
I"ITIAL- �( {j l (�.
BAc.;cF►L_L. •r.. / 4. $ACKFIL_L. St -TALL, GSC►
• ,II � TaM� ,N Cp L--AyeRs 1N -rAFFLc A�GK,,
s —T �,ZIR I!.! %avA1 TRA �iG AgeAS.
LIM
lv" .D or- 11P9 Co" M I Ill l MUM S IDE C LJr--W VAC V-
12`' o.b. of 1"�iPrr 12`.` MAX 1 Mum S I pe: CLEARAt405
TI?I✓ItaC-H t3vTT0M D1MGU510"S, AWD BAc-Ki:iL.L►NCj �E�v11�EM+✓ t tTS
FoR Duc.T1L� IRON, vtTRt�tEt> CLAY � R'E)NFoI�CED C°�c�TE i�'tP'E
'"SOP py- CoMPAcm,> tt. tr
To? oP CoMF'AG.TCD FILL,
't"op of: C0M?Ac.-t,) FtL. -
COMFACTeb
GOMFACj�D
\ysll Rca 5ut3t� t7At GOMwliHUsygCTED
BACK F►L..GoMPact�p
i
` �tb
►1 iJ APPt�'ort� Fot�MT7HT1 ota
o.p I5ACXC-►t..t Mt / o.C7. cpptbt tOtLtNC�
! 4) �?rPPQOYE~p �oo?AwjTt oto o.D AS �u'tca tN twAT 1At_
C4Jird j IOA31A1("� MNTGRIAL. 63
COMPACTIOIJ I `/too A 73y 6las�t .
C,i> NORMAL CARTiA FUC.I{ ok? `z,)0rrA13L- MAI---WlAi- f,.ORMAL GAI?'TI+
St]BD�A1►�l o Fou1DAsIovA F:ooVATIOiA DE'AI►- 1o�ND
ATic*A DGTAt L_
' rr� vl°t%A Q T�r►L
� tai PE INA Ti'S�IC 4 Meori o�- V1 Fe 1rusTAUATroc\i_
b � J _ �_ }.lCs -- 5 t 1A�5:� ��':�.1 @.�"at ��i tt.l. Fig Wit'•? �� )'�'� .''� v h-!bt✓ i� /�u-- tit �� c� talt/i�.+ TS � X C G' ��
o.C- %S LESS THAK. x..41'
"I:AVI C-Q0kRM !IAT 'SMI- L40T, t -F
U� �% }kA� Fas�Ci� PRor�1�Ly C3h�-kFit�JD Pci�.Ij� C�o'•�F�Ei7 �.ItTN �T' l�t•'t�ti'►" 3" OF•
A"�ttt�Vi✓'L`� MATEt?tA1--• ,
�VNVCIZDRAIR PIPS
Mtu.
U1�C�'tr t7�'a1N 1U�`t-�1t�t.�tTl�N ..T�i+AIL�

ff=
N ,.
RE HYDRANT, PUMPER NOZZLE TO
O BE PERPENDICULAR TO STREET.
lix
°
VALVE BOX, DEWEY
VBX-TE-100
N
O t1
U
SIDEWALK
- .. GUTTER PAVEMT
1
n
7 CU. FT.
CRUSHED
Z
6" GATE VALVE
STONE
M.J.)
REQUIRED
COMPACT BACKFILL
(MIN.)°„°000
G00000°°000°
00
0 0 0 _
(TAMPED IN 6" LIFTS) \
000000
°0°0`0
o°o°oo
:0�o°Op
6" MIN. BRANCH PIPE
MAIN .
_..� :.-:.:•:::: .-: 00000
0 00
0�0�I CONC. FOOTING I
I (SEE DETAIL) 1
CONC. THRUST
CONIC. SETTING SLAB
1 3"x 3 x 4 iHK. I_ - - - - - - - J
1
BLOCKING
HYDRANT TEE TO BE MECH. JOINT
CONIC. THRUST
FIRE HYDRANT - SHALL BE MUELLER "CENTURION" OR APPROVED EQUAL BLOCK
BRANCH PIPE - SHALL BE DUCTILE IRON AWWA C150 OR AWWA C-900 P.V.C.
6" GATE VALVE - SHALL BE AWWA C509, OPEN LEFT.
VALVE BOX - SEE STANDARD VALVE BOX DETAIL
NOTE: LOCATE AT THE RIGHT OF WAY UNE, BUT:
WHEN SIDEWALK IS CONSTRUCTED AT PROPERTY UNE, CONSTRUCT
FIRE HYDRANT IN 2'x2' EASEMENT ADJACENT TO THE R/W.
ALL CONCRETE SHALL BE 3000 PSI MIN.
P.V.C. PIPE BEDDING SHALL CONFORM TO STANDARD DETAIL
FOR TRENCH BOTTOM DIMENSIONS AND BACKFILLING REQUIREMENTS
FOR P.V.C. AND A.B.S.
A MINIMUM OF 7.0 CU.FT. OF CRUSHED STONE WALL BE LOCATED AROUND
THE BASE OF THE FIRE HYDRANT.
C --r A KIn A Dn
uYnP
OMIT
IMI`:�TAI
I ATION
NO SCALE
1. WHERE SHOWN OR DIRECTED BY ENGINEER, CONTRACTOR 2. ALL COSTS ASSOCIATED WITH ELEVATION ADJUSTMENTS
TO RELOCATE AND/OR ADJUST EXISTING HYDRANT LEG AND OF NEW WATER VALVE BOXES AND NEW FIRE HYDRANTS
HYDRANT AS NEEDED. PAYMENT WILL BE A LUMP SUM ITEM SHALL BE INCLUDED IN THE COST OF THE PIPE.
IN THE PROPOSAL AND IS TO INCLUDE ALL NECESSARY
BENDS, PIPE, AND FITTINGS. PAYMENT FOR BARREL LENGTHS
IN EXCESS OF 3 FT. -6 IN. WILL BE BY THE VERTICAL FOOT.
3/4• THREADED
RUST COLLAR
iTEEL PLATE
WATER MAIN VERTICAL BEND
NO SCALE
GENERAL NOTES
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL BE COATED NTH
2 COATS OF BITUMINOUS BASE PAINT.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS.
rXr
USE 3000
CONCRETE
FOOTING
1. "X"x"Y" MUST EQUAL THE SQUARE FOOTAGE OF THE BEARING AREA AS
SHOWN IN THE TABLE BELOW.
BEARING SURFACE AREA FOR VALVE FOOTINGS
vet VE SIZE 6" 8"
QUICKSAND.POOR SOIL (1000 PSF)
7 12
GRAVEL.000RSE SAND (1600 PSF) 5 8
SOFT CLAY (2000 PSF)
4
FAIRLY DRY CLAY, CLEAN DRY SAND (4000 PSF) 2 3
DRY CLAY, COMPACT SAND (8000 PSF) 1 2
STANDARD VALVE FTG. FOR WATER MAINS
NO SCALE
EXIST. I
2" BITU. CONC. SURFACE ON 6"
CONC. OR 3" BITU. CONIC. SURFACE
ON 6" CRUSHER RUN
WELDED WARE FABRIC COMPACTED BACKFILL
6x6 W 2.1x W 2.1 TAMPED IN 6" LAYER
_,- NOTF To CONTRACT
A) t- - AVIEMENT CUTS SHALL BE REPAIRED
Wh-24 A MAXIMUM OF THREE 3) DAYS FROM THE
i w . DATE THE CUT IS MADE IF CONDITIONS DO NOT
a� PERMIT A PERMANENT REPAIR WITHIN TFL= GIVEN
TIE LIMIT. PERMISSION TO MAKE A TEMPORARY
1 1 REPAIR MUST BE OBTANdED FROM THE CITY ENGINEER•
STANDARD TRANSVERSE PAVEMENT CUT
NO SCALE
� : OFESSI
SEAL -
• 19697
_
v
��1F� rs i IG P1``\\,l
PLAN VIEW
NOT TO SCALE
BOLTS TO PIPE
STEEL ENCASEMENT PIPE
HEAVY DUTY
STEEL SKIDS (4)
CARRIER PIPE "
(SPIDER SIZE DETERMINED BY
SIZE OF STEEL CASING AND
INNER PIPE)
SPIDER, BY MFG. OR
APPROVED EQUAL
e.�r�� r►�n•er.IC\.T �I�C
SECTION VIEW
NOT TO SCALE
SPIDER DETAIL
AL
18101
i
%//q mHAM1V11\q)� D1�C
NO SCALE
k X
t t 4 6" MIN.
,>
.� :•- 6MIN.
UNDP TUBBED SOIL
PLAN BENDS
18" MIN. -100 & LESS
24" MIN. -120 do GREATER
X -j
PLAN TEES
BENDS & TEES PLUGS
SECTION X—X PLAN & ELEV.
TYPICAL THRUST BLOCK DETAILS
NO SCALE
METER BOX- DEWEY TYPE MBX-1
LOCATED AT R/W UNE
SEE METER BOX DETAIL ce
I
I
jCURB STOP -MUELLER
14258
TYPE H
'n Q
Y
ff
00
00
•-
•::. - _ C -.
BACKFILL TAMPED IN
6" LIFTS.
I �
My �_
STYPE "K" SOFT COPPER PIPE
CORPORATION MUELLER TYPE H-15008
OR APPROVED EQUAL
TAPPING SADDLE IS REQUIRED. SMITH-BLAIR 317
NYLON COATED DOUBLE -STRAP STAINLESS STEEL
-CURB
FORD KV43
N
STANDARD WATER SERVICE INSTALLATION
NO SCALE
1. THE CITY RESERVES THE RIGHT TO RIGHT TO ADD OR DELETE WATER SERVICE
TAPS AND TO CHANGE LOCATIONS FROM THOSE SHOWN.
2. CONTRACTOR TO RELOCATE AND/OR ADJUST WATER METERS AND BOXES AS DIRECTED.
STANDARD DEWEY BA
NO. VBX-TE-100
(SEE DETAIL SHEET)
STANDARD CONCRETE PAD
FOR VALUE BOX
NO SCALE
PROJECT NUMBER
GOL0301-001-B1
CAD NUMBER
SCALE
AS NOTED STANDARD WATER INSTALLATION DETAILS GOLUS124
IL fm ARCADIS DESIGNED BY CONTRACT
MSc REEDY BRANCH SANITARY
SEWER IMPROVEMENTS DATE
DRAWN BY
ARCADIS FPS MSC 1 /8/2004
One Centlo, N Drive. S� 208 GOLDSBOR09
NC
(`ir'P,en.RbOrO. North Carolina 27407 CHECKED BY '�4• GIF 24
Tei: 336-292 2271 Fax: [phone] WTR
www_nrm&m—tm-com

Q

ABBREVIATIONS
ToMMrs ROAp ABANDONED ABAND
(SR 1571) ASPHALT ASPH
e ASPHALT SURFACE TREATMENT AST
BACK OF CURB BC
BASE LINE BL
BEARING BRG
_ BENCH MARK BM
BOTTOM BOT
CATCH BASIN CB
f CENTER UNE q
CLEANOUT CO
CLEAR CLR
CONCRETE CONC
CORRUGATED METAL PIPE CMP
CABLE TV PEDESTAL CPED
CURB INLET CI
CUBIC FEET CF
F� 1 °j DEMOLITION DEMO
ti°p�R°�° DETAIL DET DET
DIAMETER DIA
DROP INLET DI
DROP MANHOLE DMH
Sy DUCTILE IRON PIPE DIP
_ 6 EASEMENT ESMT
OR&), ROS EDGE OF PAVEMENT EP
ELEVATION EL
ENGINEER ENGR
lb EXISTING EX. EXIST
EXIST IRON PIN EIP
y� GROUND GND
-HEADWALL HW
HORIZONTAL HORIZ
INVERT INV
IRON PIPE IP
LINEAR FOOT LF
MANHOLE MH
MAILBOX MB
MAXIMUM MAX
MINIMUM MIN
MONUMENT MON
/fib` N NUMBER #, NO
X47 PROPERTY LINE
y QUANTITY Q
v REINFORCED CONCRETE PIPE RCP
_I RESIDENCE RES
RIGHT OF WAY ROW
- RIGHT OF WAY MONUMENT RW
SANITARY SAN
/ SEWER SWR
SQUARE FOOT SQ FT
/ •� _ SQUARE YARD SQ YD
e �y • ` .. STATION STA
' �► STONE STN
STORM STM
TELEPHONE T. TELE
_ TELEPHONE PEDESTAL TPED
TO BE REMOVED TBR
. - THICKNESS THK
TYPICAL TYP
UNDERGROUND UND
VERTICAL VERT
WATER SERVICE WS
1ti
pRO�NG
VICINITY MAP
SCALE: 1'= 600'
'N
GENERAL NOTES
1. EXISTING U71UTIES ARE SHOWN FROM THE BEST AVAILABLE INFORMATION AND ARE
APPROXIMATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THESE AND OTHER
UTILITIES BEFORE STARTING CONSTRUCTION. NOTIFY U11UTY LOCATING COMPANY (ONE CALL
1-800-632-4949) FOR UNDERGROUND LOCATIONS AT LEAST 48 HOURS IN ADVANCE.
2. CONTRACTOR'S OPERA11ON OF EQUIPMENT AND MOVEMENT OF MATERIALS SHALL BE
RESTRICTED TO RIGHTS–OF–WAY AND EASEMENTS. DEVIATION FROM THE AREA WILL NOT BE
PERMITTED WITHOUT WRITTEN APPROVAL FROM THE PROJECT OWNER AND PROPERTY OWNER.
3. THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL PROPERTIES ADJACENT TO THE
PROJECT AT ALL TIMES.
4. GRAPHICAL RIM ELEVATIONS SHOWN ON THE PLANS ARE APPROXIMATE. MANHOLES TO
BE SET EITHER FLUSH WITH PAVEMENT, 2–INCHES ABOVE EXISTING GROUND IN LAWN AREAS,
OR 2 FEET ABOVE FINISH GROUND IN EASEMENTS.
5. PRIOR TO THE INITIATION OF CONSTRUCTION ACTIVITIES, CONTRACTOR SHALL PUT IN
PLACE SUCH TEMPORARY EROSION CONTROL MEASURES AS INDICATED ON THE PLANS. THESE
MEASURES SHALL BE INSPECTED AND EVALUATED DURING CONSTRUCTION OPERATIONS FOR
THEIR EFFECTIVENESS IN PREVENTING EROSION MATERIAL AND SEDIMENT FROM DISCHARGING
FROM THE WORK AREA. IF REQUIRED, AND AS DIRECTED BY THE OWNER, ADDITIONAL
TEMPORARY EROSION CONTROL MEASURES SHALL BE INSTITUTED AND INSTALLED.
6. A MINIMUM 12–INCH VERTICAL CLEARANCE BETWEEN SANITARY SEWERS AND STORM
DRAINS SHALL BE MAINTAINED. A MINIMUM 18–INCH VERTICAL OR 10–FOOT HORIZONTAL
SEPARATION BETWEEN WATER MAINS AND SANITARY SEWERS SHALL BE MAINTAINED. IF
EITHER MINIMUM CLEARANCE CANNOT BE MAINTAINED, DUCTILE IRON PIPE SHALL BE REQUIRED
FOR BOTH UTILITIES.
7. IN PAVED AREAS, CONTRACTOR SHALL PLACE STONE BASE MATERIAL IN TRENCH UPON
COMPLETION OF PIPE INSTALLATION TO MINIMIZE EROSION OF TRENCH PRIOR TO PAVEMENT
REPLACEMENT.
8. PROTECT ALL PROPERTY MONUMENTS AND PINS. MONUMENTS AND PINS THAT WILL BE
DESTROYED DURING CONSTRUCTION SHALL BE REFERENCED AND REPLACED BY A PROFESSIONAL
LAND SURVEYOR.
9. CONTRACTOR SHALL LOCATE AND EXPOSE ALL CROSSING UTILITIES INCLUDING WATER MAINS,
STORM CULVERTS, ETC. PRIOR TO INITIATION OF CONSTRUCTION ACTMTIES TO VERIFY ELEVATION
AND MINIMUM CROSSING CLEARANCES.
10. CONTRACTOR SHALL MAINTAIN WATER AND SEWER SERVICE TO ALL PROPERTIES AFFECTED
BY THE WORK DURING THE COURSE OF CONSTRUCTION.
11. SANITARY SEWER PIPE MATERIAL IS PVC UNLESS OTHERWISE NOTED.
12. THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT THE EXISTING PLANT
MATERIAL OUTSIDE THE PROJECT AREA. ANY COST INCURRED FOR REPLACEMENT OF SUCH
MATERIAL DUE TO THE CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
13. FOR MANHOLES AND VAULTS WITHIN NC DEPARTMENT OF TRANSPORTATION RIGHTS–OF–WAY,
ONLY PREAPPROVED MANUFACTURERS AND STRUCTURE DESIGNS BY THE NC DEPARTMENT OF
TRANSPORTATION MAY BE PROVIDED. IF A STRUCTURE DESIGN IS PROPOSED WHIG HAS NOT BEEN
PRE–APPROVED, CONTRACTOR SHALL PROVIDE ALL STRUCTURAL CALCULATIONS AND COORDINATION
WITH THE NC DEPARTMENT OF TRANSPORTATION TO OBTAIN APPROVAL NO EXTENSION OF CONTRACT
TIME WILL BE ALLOWED FOR THE APPROVAL PROCESS.
14. MANHOLES NOT LOCATED IN PAVEMENT SHALL HAVE FRAME SECURELY ATTACHED TO CONCRETE
MANHOLE WITH ANCHOR BOLTS. ALL MANHOLE FRAMES AND COVERS SHALT- BE VENTED, BOLT–DOWN.
COVERS INDICATED AS WATERTIGHT SHALL NOT HAVE VENT HOLES.
15. INSTALL TEMPORARY SEDIMENT BASINS WHERE INDICATED. PROVIDE BASIN TO MINIMUM LENGTH
AND WIDTH DIMENSIONS INIDICATED, BUT WITH NOT LESS THAN 1.800 CF OF SEDIMENT STORAGE
PER ACRE OF DISTURBED AREA.
16. CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH UTILITY COMPANIES FOR THE TEMPORARY
SUPPORT OR RELOCATION OF EXISTING U11UTY POLES THAT MAY BE AFFECTED BY CONTRACTOR'S
OPERATIONS. ANY COSTS ASSOCIATED WITH THIS WORK SHALL BE INCLUDED IN THE CONTRAC'TOR'S
BID.
17. ALL EROSION CONTROL MEASURES SHALL CONFORM TO THE STANDARDS SET FORTH IN
THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT. HEALTH AND NATURAL RESOURCES
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
18. THE FOLLOWING STANDARDS AS APPEARING IN ROADWAY STANDARD DRAWINGS, DESIGN SERVICES
UNIT, NC DEPARTMENT OF TRANSPORTATION. LATEST REVISION, ARE APPLICABLE TO THIS PROJECT
AND BY REFERENCE HEREBY ARE CONSIDERED A PART OF THESE PLANS.
STD NO. TITLE
840.15 BRICK DROP INLET
840.16 DROP INLET FRAME & GRATE
840.71 CONCRETE AND BRICK PIPE PLUG
1605.01 TEMPORARY SILT FENCE
SHEET INDEX
SHEET
NO.
SHEET DESCRIPTION
1
COVER SHEET
2
INDEX, GENERAL NOTES & VICINITY MAP
3
PLAN &
PROFILE – REEDY BRANCH CREEK – STA 0+00 TO 12+24
4
PLAN &
PROFILE – REEDY BRANCH CREEK – STA 12+24 TO 24+22
5
PLAN &
PROFILE – REEDY BRANCH CREEK - STA 24+22 TO 36+67
6
PLAN &
PROFILE – NEW HOPE ROAD –
STA 0+00 TO 11+40
7
PLAN &
PROFILE – NEW HOPE ROAD –
STA 11+40 TO 20+59
8
PLAN &
PROFILE – HARE ROAD – STA
20+59 TO 31+49
9
PLAN &
PROFILE – HARE ROAD – STA
31+49 TO 46+35
10
PLAN &
PROFILE – HARE ROAD – STA
46+35 TO 56+09
11
PLAN &
PROFILE – CUYLER BEST ROAD
– STA 0+00 TO 13+34
12
PLAN &
PROFILE – CUYLER BEST ROAD
– STA 13+34 TO 28+30
13
PLAN &
PROFILE – CUYLER BEST ROAD
– STA 28+30 TO 40+42
14
PLAN &
PROFILE – CUYLER BEST ROAD
– STA 40+42 TO 52+35
15
PLAN &
PROFILE – NEW HOPE ROAD –
STA 52+35 TO 66+93
16
PLAN &
PROFILE – NEW HOPE ROAD –
STA 60+00 TO 68+64
17
PLAN &
PROFILE – NEW HOPE ROAD –
STA 68+64 TO 81+02
18
PLAN –
WATER SYSTEM IMPROVEMENTS
– STA 0+00 TO 23+80
19
MISCELLANEOUS DETAILS
20
EROSION
CONTROL DETAILS
21
SANITARY SEWER INSTALLATION DETAILS
22
STORM SEWER & PAVING DETAILS
23
STORM SEWER & PAVING DETAILS
24
STANDARD WATER INSTALLATION DETAILS
LEGEND
EXIST. SIGN
EXIST. LIGHT POLE
EXIST. UTILITY POLE
SAN FM EXIST. SANITARY SEWER FORCE MAIN
EXIST. GAS LINE
T T EXIST. TELEPHONE
12 "RCP
EXIST. STORM SEWER
wm
–E]--- EXIST. WATER METER
12" WATER MAIN
W EXIST. WATER MAIN
18" SAN. SEWE
SAN EXIST. SANITARY SEWER GRAVITY MAIN
vE EXIST. UNDERGROUND ELECTRIC
EXIST. CURB & GUTTER
PROPOSED SANITARY SEWER & MANHOLE
PROPOSED WATER MAIN
TEMPORARY STONE CHECK DAM
TEMPORARY SEDIMENT BASIN (WITH MIN. LENGTH X WIDTH)
FABRIC DROP INLET PROTEC11ON
-SF SF TEMPORARY SILT FENCE
►L PROPERTY UNE
– – RIGHT–OF–WAY LINE
200 RESIDENTIAL HOUSE NUMBER
PROPOSED GRASS–LINED CHANNEL (GLC)
PROPOSED ROCK PIPE INLET SEDIMENT TRAP TYPE "B"
– - — - — - — - – FLOODWAY BOUNDARY
loo— TOPOGRAPHIC CONTOURS

Q
C)
O
1
O
M
O
J
0
U
N
O
L
a

O
r7
O
O
C7
v
v
0

110
100
n c
011
FP&S BM #6
FOR THIS SANITARY SVitER
SEE SHEET 4
22+00 23+00
FP&S BENCHMARK #6
ELEVATION: 114.65
NAIL IN TREE
FP&S BENCHMARK #9
ELEVATION: 97.85
NAIL IN TREE
FP&S BM #7
24+00 25+00 26+00
FP&S BENCHMARK #7 FP&S BENCHMARK #8
ELEVATION: 103.74 ELEVATION: 96.36
NAIL IN TREE NAIL IN TREE
FP&S BENCHMARK #10
ELEVATION: 104.67
PK NAIL IN PAVEMENT
27+00
28+00
\\ ,, , \ \\�1111111111!/!/�/
`\ -\N CARp� \\�. C00
EAL = = E
19697 =
18101 _
101 _
• �•' �goa�
29+00
REV. NO.
30+00
D E S C R I P T I O N
31+00
DATE I BY I APP'D
Z
32+00
33+00
MCM FPS
One Centerview Drive, SAe 208
Qwnsbo% North Carolina 27407
Tei: 336-292-2271 Fax: [phone]
nmara dis-us.com
t
r,
NITARY SEWER
110
100
• m
34+00 35+00 36+00 37+00 CAD NUMBER
BASE -GOLD
SCALE
HORIZ. 1" = 50' REEDY BRANCH CREEK PROJECT NUMBER
VERT. 1" = 5'
DESIGNED BY PROJECT NUMBER
MSC/MJK REEDY BRANCH SANITARY GOL0301001B1
DRAWN BY SEWER IMPROVEMENTS DATE
MSC 1/8/2004
CHECKED BY GOLDSBORO, N C 5 OF 24
WTR1

120
110
100
VAN ROEKEL JOHNNIE & WIFE
LT 1 CASSEDALE #1
100 CASSDALE DR
GOLDSBORO, NC 27534
TAX ID# 06-3610-64-4571
FOR THIS SANITARY SEWER
SEE SHEET 5
FP&S BENCHMARK #10
ELEVATION: 104.67
PK NAIL IN PAVEMENT
m
FP&S BENCHMARK #11
ELEVATION: 124.04
NAIL IN PP
1+00
2+00
3+00
�tt11111111!!! � REV. NO.
�N CAR04
�EAL = = EAL
• 19697 = — 18101 '
HAM�L %)'Iper
�lal0� //''�///l1111111i�f
GURLEY J ISSAC FARMS INC
W NEW HOPE ROAD
IRA
4+00 5+00 6+00 7+00
D E S C R I P T 1 O N DATE BY APP'D
ARCADIS
MGM "s
one Centerview Drive, Suits 208
Greensboro, North Carolina 27407
Tel: [phone] Fax [phone]
www.anwd'is--uscom
1
• oc
SCALE
HORIZ. 1" = 50'
VERT. 1" = 5'
DESIGNED BY
MSC/MJK
DRAWN BY
MSC
CHECKED BY
WTR
FP&S BM #11
10+00
11+00
NEW HOPE ROAD
REEDY BRANCH SANITARY
SEWER IMPROVEMENTS
GOLDSBORO, NC
120
im
100
.x
80
CAD NUMBER
BASE—GOLD
PROJECT NUMBER
PROJECT NUMBER
GOLD301001B1
DATE
1/8/2004
6 OF 24

O
Q

O
00
Q

Q
O
O
Nl
O
J
O
0
V
N
U
L
d

C
3
J
Q
W
Q
m
N
a
c
.�
0
a�
3
a�
O
D
c7
O
J
0
�_
U
N
O
�..
a

0
BELL THOMAS F ETALS, JOHN T BELL
CO
CUYLER BEST RD
PO BOX 10761
GOLDSBORO, NC 27532
TAX ID# 06-3610-61-1115
nd
0
ASHLEY PARK
0 0
FP&S 'aM #16
it
-Z
ms' -C"
u) L
4" SEI VER
R
FT
0
C C)
0 Ln C)
-Z
SERMCE
(TYPIC kL)
EER QUAILWOOD GARDEN
R
j
0
APARTMENTS
------ lw CB CB
CB C8
cn
PECAN TREES
ASPH
lu 15
FH
IZ
�Dl
Tht
SAN TM
1145
_Fm
--------
6-
11 GO
EX.
T
T
-T-
T
w
T--------
CUYLER 13EST ROAD (SR 1565) (ASPH)
711
-
<11 A
60-'R/W----, 178 '5919
-T
0
iuz
;16+uu
ZY R R
gn
F� SP-
-
-4F
IE A!L ENC
Tif-
--- ----
—161
T.
Ll of
79'V 15"
---- -----
- - - - - - - -
- -
LEWIS JOHN D JRfs
MH -55
%
-MH-57
---------------
BEST RD
MH -54 1004 GUILFORD ST
GOLDSBORO, NC 27530
><
-56
BE TON GREGORY DALE
& WIFE
MH -58
TAX
ID# 06 -3519-59-3608
cn
SULLI Ni`N' LCOLM R JR W
BEST RD
1588 CUYLER BEST
RD
(CUYLER
1588 CUYLER BEST
76
FOR THIS SANITARY
SEWER
0j C) r
50 !ICU YLER BEST RD
GOLDSBORO, NC 27
4
FOR THIS SANITARY SEWER
SEE SHEET 11
0
0) 0 c cu:;�
6L�,�BORO, NC 27534
X ID# 06- -0184
1588
SEE SHEET 13
rr,
06-3519-59-8828,
1550
Q
SMITH FRANCES B HOWELL
0 uj QD
PQ co
1600 CUYLER BEST RD
325 SAND HILL RD
,
ASHEVILLE, NC 28806
o
�'
TAX ID # 06-3610-60-3029
00
C PENTECOSTA
1600
C
RT
_jcm
c%l
120
>
120
I T
I I I I
I E>> I
';4
1
1
EIS R AD
Al
Tar
JL
EMST GROUND uiy
111-7
to L Li
110
110
o
4--
LDiLTH Lt�KNOWN)
ff.SA4._.SENER
I
I
SA4. SE WKE
Zw
u
I 12t
EM. SVEF!
100
smi. SE
ME t
100
90
1 L I I
I
90
I I
I
13+00
14+00
15+00
16+00
17+00
18+00
19+00
20+00 21+00
22+00
23+00 24+00
25+00
26+00
27+00 28+00
CAD NUMBER
BASE -GOLD
CAJ�
�(
REV. NO. D E S C R I P T 1 0 N
DATE BY
APP'D
S
SCALE
HORIZ. 1" = 50'
VERT. 1" = 5'
CUYLER BEST ROAD
PROJECT NUMBER
FP&S
BENCHMARK #16
\\`\`O\A
Si
•AR
EAL
Pon
DESIGNED By
MSCIMJK
REEDY BRANCH SANITARY
PROJECT NUMBER
GOLD301001BI
ELEVATION:
RR SPIKE IN
116.79
PP
L
19697
v\
;
AMIS FM
DRAWN BY
SEWER IMPROVEMENTS
DATE
•:
918101
One Centerview Drive, Suite 208
msc
11812004
12 OF 24
'\50 Greensboro, North Carolina 27407 CHECKED BY
CN, 1114. HAM\V
Tel: [phone] FcDc 336-855-5648 G OLDSBORO, N C
WTR
wm.arcWis-u&com

130
120
110
100
26+00
BELL THOMAS F ETALS, JOHN T BELL CO
CUYLER BEST RD
ASHEVILLE, NC 28806
TAX ID# 06-3610-60-3029
I-
27+00 28+00
PENTECOSTAL CHRISTIAN ASSEMBLIQ
1600 CUYLER BEST RD
RT 16 BEST RD
GOLDSBORO, NC 27534
TAX ID# 06-3610-60-6241
29+00
FP&S BENCHMARK #17
ELEVATION: 115.35
NAIL IN PP
30+00
ALLEN LAWRENCE C & WIFE LORI
CUYLER BEST RD
TAX
TEMPORARY SMALL SEDIMENT TRAP
LENGTH = 48.5'
WIDTH = 12'
WEIR = 4'
31+00
32+0
PO BOX 1316
SBORO, NC 27533
c 06-36510-60-94
33+00
34+00
35+00
TPED /STNi
1 Oro
STEED ENCASEMENT -
_J 1
36+00
37+00
Z
38+00
39+00
40+00
130
120
110
100
CAD NUMBER
GOLUS101
���/
N CARO//
C�0 ���
Rev. NO.
D E S C R I P T 1 O N
DATE
BY
APP'D
ARCADIS
SCALE
HORIZ. 1" = 50'
T. 1" = S'
VERra
PROJECT NUMBER
CUYLER BEST ROAD
`. �0. .•
°•�: =;
\\\\� ��
�� i�
••• ••:9 =
PROJECT NUMBER
REEDY BRANCH SANITARY
DESIGNED BY
`
MSC
GOLD301001B1
SEAL -
• 19697 _
= AL
— 18101 _
SEWER IMPROVEMENTS °A
DRAWN BY
� �
�' �
ARCM �
MSC
1 /8/2004
�; �•' FNG(N"
�'i,��.9F`•S CP��";\����
%9% '••�uGIN •' �' �`
�i��/Q� `�'`O\����
One Centery ew Drive. Slide ?A8
Gr68118bOr0� NOrt�l CAr0I1114 Z74O%
G 0 L D S B 0 R 0NC 13 OF 24
CHECKED BY
��t�,,��
r, I' g` 04-
,,����FiA1�A����� ��
r r I I + , 'P7
Tel: [phone] Fwc 336-855-5648
www.ar+cac is—us corn
W TR
'

Q
E
c
"I
c
-4
c
c
,a]
130
120
Wo
100
THIS SANITARY SEWER
SEE SHEET 13
MH -62
MH -63
40+00
X) LOLT.C.E.
12+
43+00
15 00
------- ---6
00 41+00
FP&S BENCHMARK #18
ELEVATION: 124.35
NAIL IN PP
42+00
Ism I
MH -67
ALLEN LAWRENCE C & WIFE LORI Id FOR THIS SANITARY SEWER
CUYLER BEST RD FP&S BM #18
610 PARK AVE tt SHEET I
GOLDSBORO, NC 27530
TAX ID# 06-3610-71-3058 -0- 9' Ap ILIA Jil a
r— PROP. 12 WATER MAIN MH 66
-----------
SEE SHEET' -1-8
10
44+00
16 nn
T
/V
1738 0
x 1764
0 X_' 0 1802
0
0
...........
I itrU
O
0
43+00
FP&S BENCHMARK #19
ELEVATION: 122.91
NAIL IN PP
0
MH -65
o
+00
MH 64
51+00 0
ELECj71V51`
METER ...
+
Aq+00
AGNOD 48+00
0 47
0+00 (SR 1565)
FIBER OP]IL, 2
-T ROAD
&M V�1111 KE;w=ww=
�4ND FR07rc MA CU BEST
19+00 T
0 (ASPH) CU TPEi
. ..... . WOODS
T
MH -73
4" SEWER RPR .—AND---CON-TR—KCTOR—TO'*-----'--"-"'
SERVICE RMINE IF BORING/TUNNELING
(TYPICAL) OF SANITARY SEWER NEEDED
DURING CONSTRUCTION TO
PROTECT TREES.
SEE SHEET 18 FOR DETAILED WATER
SYSTEM DESIGN IN THIS AREA
44+00 45+00 46+00
REV. NO.
CARO,
S,
SEAL EAL
• 19697
18101
X/ 4 4 . ..... ..
JLA- 11111111t(OA
47+00
D E S C R I P T 1 0
1
48+00
DATE I BY I APP'D
49+00
111
STRICKLAND ROBERT W &
BEST PROPERTIES INC
W NEVI/' HOPE ROAD
PQ/ BOX 10085
GOLD�BORO, NC 27532
TAX 11)ht, 06-3610-80-6536
50+00
FPS
One Centerview Drive, Suite 208
Grmmboro, North Carolina 27407
Tel: [phone] Fax: [phone]
www.aradis—us.com
FOR THIS SANITARY SEWER—
SEE SHEET 16
MH -74
51+00 52+00
SCALE
HORIZ. 1" = 50'
VERT. 1" = 5'
DESIGNED BY
MSC/MJK
DRAWN BY
msc
CHECKED BY
WTR
I-
W
F-
+
it
I4�
OEM m.5m
M 68
CONSTRUCTION/
ENTRANCE /EXIT
130
120
110
100
53+00 CAD NUMBER
BASE—GOLD
CUYLER BEST ROAD PROJECT NUMBER
PROJECT NUMBER
REEDY BRANCH SANITARY GOL030100181
SEWER IMPROVEMENTS DATE
1/8/2004
1
GOLDSBORO. NC 14 OF 24
zm
0
M
lz� 0
0
0
(A
130
120
110
100
53+00 CAD NUMBER
BASE—GOLD
CUYLER BEST ROAD PROJECT NUMBER
PROJECT NUMBER
REEDY BRANCH SANITARY GOL030100181
SEWER IMPROVEMENTS DATE
1/8/2004
1
GOLDSBORO. NC 14 OF 24

a
0
O
O
M
O
J
O
O
Q
N
O
i

L"

C
z
C
Q

CUYLER BEST RD
PO BOX 10761 2V
GOLDSBORO, NC 27532 ALLEN LAWRENCE C & WIFE LORI
X ID# 06-3610-61-1115 CUYLER BEST RD
715 610 PARK AVE
CONSTRUCTION
GOLDSBORO, NC'\,27530
'N
TAX ID# 06-3610-61-6566 \ENTRANCE4/EXIT
PLCS)
00 0 0
000
f
10+90
QUAILWOOD
STA 0+00 GARDEN PR6R., FIRE HYDRANT
4,
1701 ASSEMBLY�:TYPE/ 2
_,U APARTMENTS
La
6" GATE
R CdWECT PROP. V 5R MAI VALVE &
0 00 __J07
E R - ----- -LEG
cl
QUAIL GARDEN --- 40' T.C.E. —20' OFF EP
APARTMENTS
SAN. SEWER k
0
PUMPING 1200 LF 127\ RJ WA MAIN L
STA I ION P.E. (VARIES)
PH
AS
115 TELEPHON 38+00 39+ 0_1-_
0 -
FH 1} j 1 40+00
�x LLI
8 OFF EP
EX 3 FORCE MAIN IDIRT
----=N 7mrM — ---------
/ TIP 1o+00
�4 ----------- 40
-0 6+00 —7+
W
_T T _wVT_ ------ -
'IT
C)
+
c_ ....... C4
/+VU . .....
----------
32+,90--
/-115
— — — - _i� I :�'o
I _j 4 670
I fn
C.
SIF V3TN\\
SF -SF SF SIF SF— TPED /STN t
SIF SIF L
01 1
z
LL
0 -A
ISTA 4+9
PkS1 BM 17 C
CON R TO LOCATE
PROP. FIRE HYDRANT FOR THIS SANITARY SEWER <
EXISTING 3" FORCE MAIN
ASSEMBLY --TYPE 2 SEE SHEET 13
VERTICALLY & HORIZONTALLY
GATE VALVE
FROM STA 0+00 TO STA 3+00 DI HYDRANT LI1G
RPR AND CONTRACTOR TO
DETERMINE IF 3" REPLACEMENT f EN TECOS T/ L
CHRISTIAN
DIP REQUIRED.
SSEMBLIE GbDBEY ROBBIE EUGENE
1718 CUYLER BEST Rb\
SMITH FRANCES 8 HOWELL
PO BOX 1316
1600 CUYLER BEST RD TEMPOR �y SEDIM
GOLDSBORO, NC 27533
325 SAND HILL RD LENGTH 8.5'
t
ASHEVILLE, NC 28806 TAX Q# 06-3610-60-9416 -------
WIDTH 12
TAX ID# 06-3610-60-3029 WEIR 4!
C PENTECOSTAL CHRISTIAN ASSEMBLI
1600 CUYLER BEST RD
RT 16 BEST RD
GOLDSBORO, NC 27534
ALLEN LAWRENCE C & WIFE LORI FOR THIS SANITARY SEWER
CUYLER BEST RD FP&S BM #18 SEE SHEET 15
610 PARK AVE
GOLDSBORO, NC 27530 FP&S BM #19 04
TAX ID# 06-3610-71-3058 STA 23+80—
REMOVE PLUG
CONNECT PROP. 120 ATTR M
AIN_
>
FOR THIS SANITARY SEWER
SEE SHEET 14 CONSTRU,
Z CTION�
SIGN
m 21 OFF- EP
—80 TRANCE/8XIT
EN
cn
- „ , � a' r � # j �(3 PLCS),,-'/
+00
.+00 101, T
— -C.E 1180 LF 12 RJ TER MAIN
P.E. ------- 00 w
n
+ 43+ ELEC FU -
0
0 +00 METER EP
0 23' OFF
15 0(0) *43 (1
I — cq+01J
---- --- ---- j16 AGNOLI 7
U) VV _V Ij
CPED
rn
Vit fill" A (S T
m FIBER 9!T'C R 1565)
-7: MAR��__ ROAD
U iq+00 —.r �_
CUyLER BEST
(ASPH)
-- WOODS - _i_77
of f
E
X
m
m
T
N
FOR THIS SANITARY SEWER
-Lw
4 S
%
�ERVICE
SEE SHEET 16
(TYPIC
RPR ,--At4D..-C-ONTRACTOR-TO----"---"""'.
Z
r """ DETERMINE
IF BORING/TUNNELING'
, A
8 0
io -------- OF SANITARY SEWER NEEDED
1764
DURING CONSTRUCTION TO '0
x 18
02 STRICKLAND ROBERT W &
01 PROTECT TREES.
00 BEST PROPERTIES INC
0 W NEW'HOPE ROAD
'. I I
STA 16+90
'BOX 10085
PO,
PROP. FIRE HYDRANT
0 GOLDSBORO, NC 27532
ASSEMBLY—TYPE 2
TAX ID#,, 06-3610-80-6536
U)
wo
6" GATE VALVE &
6" DI HYDRANT LEG
0
'f'II ' ,' `11'' l
PROJECT NUMBER
GOL0301-001-81
REV. NO. D E S C R I P T 1 0 N DATE BY APP'D SCALE CAD NUMBER
-\\A —GOLD
AOL- a P2 1 "=50' WATER SYSTEM IMPROVEMENTS BASE
S ARCADIS DESIGNED BY CONTRACT
A
FP&S BENCHMARK #17 FP&S BENCHMARK #18 FP&S BENCHMARK #19 MSCIMJK
AL SEAL REEDY BRANCH SANITARY
ELEVATION: 115.35 ELEVATION: 124.35 ELEVATION: 122.91 z
Z 2
19697 DATE
NAIL IN UTILITY POLE NAIL IN UTILITY POLE NAIL IN UTILITY POLE
DRAWN BY
MWIS FK SEWER IMPROVEMENTS
MSC/LNS 11812004
One Centerview Drive, Suite 208
11114. HAM\V Greensboro, North Carolina 27407 CHECKED BY
18 OF 24
ojo4, 0"Iffift"11tjok Tel: 3M-292-2271 Fax: 3W -M -51M WTR G OLDSBORO, N C
www.areadis-us.com I

FABRIC WIDTH EQUAL TO
WIDTH OF DISTURBED
EARTH WITHIN DITCH.
TEMPORARY DITCH STABILIZATION DETAIL
NO SCALE
PLAN STATION
NOTE:
TIE BOLTS
(T,P) I FIRE HYDRANTS SHALL BE
PLACED 1' INSIDE R/W
6" GATE VALVE (MJ)
6" LOCKED HYDRANT
90' BEND
C.L. HYDRANT
MAXIMUM TRENCH WIDTH
HYDRANT MEET
- DEPTH OF AT TOP OF PIPE
BURY TO MEET CONDITIONS -
ROTATE HYDRANT SO PUMPER
HYDRANT LUGS CONNECTION FACES STREET
I 3/4" GALVANIZED
— — — RODS (2)
AREA AT BACK OF PAVEMENT
18" LONG 6" DIP OR BACK OF CURB, AS
SPOOL (PExPE) APPLICABLE, SHALL BE
BACKFILLED WITH 6" OF FINE
EARTH OR GRANULAR MATERIAL �<
J
TEE (MJxMJ) TO UNDERSIDE OF BERM.
THIS MATERIAL IS NOT
TYPE 2 FIRE HYDRANT ASSEMBLY INSTALLATION INCLUDED IN PAYMENT ITEM
FOR GRANULAR BACKFILL.
NOT TO SCALE
45"
PIPE v^Jt�..,
TYPICAL BORED CROSSING DETAIL
NO SCALE
SECTION
OUTSIDE PAVEMENT
UTILITY
t
i•. iJ 1
, ,�i ••F .
=;
GRANULAR
BACKFILL
(1 EITHER SIDE
'}
OF EXISTING
DISTURBED
UTILITY)
DEPTH
DISTURBED WIDTH
PROPOSED WATER MAIN
UNDER EXISTING UTILITY (TYPICAL)
NO SCALE
SURFACE AT EDGE OF
PAVEMENT OR PArk- nc
CURB
ACTUAL
OUTLINE
PIPE BEL
BASED 0
SURFACE AT EDGE OF
PAVEMENT OR BACK OF
EXISTING
UTILITY
-1'-0" MIN
UNLESS OTHERWISE
NOTED ON DRAWINGS
MAXIMUM TRENCH WIDTH
AT Tnn ^r nenr
BEDDING,
BASED ON PIPE SIZE
SECTION
SECTION
INSIDE PAVEMENT
LIMITS OF PAYMENT FOR
_ GRANULAR BACKFILL BASED
ON MAXIMUM TRENCH WIDTH.
GRANULAR BACKFILL BEYOND
MAXIMUM TRENCH WIDTH AT
TOP OF PIPE IS NOT INCLUDED
IN PAYMENT ITEM FOR
GRANULAR BACKFILL.
GRANULAR BACKFILL
BELOW 45' LINE, EARTH
BACKFILL ABOVE 45' LINE.
AGRANULAR BACKFIL TO BE USED
ONLY WHERE DIRECTED BY THE
ENGINEER.
CROSSING PAVEMENT WITHIN MAXIMUM TRENCH WIDTH
GRANULAR BACKFILL
NO SCALE

N
a-
STRUCTURAL -
STONE
12" MIN. 18"
�y 00o°
°DIVERSON `
`°Oo°O°OPT O°°c OIN
SEDIMENT
CONTROL
STONE
12
PIPE
A
FLOW
D
STRUCTURAL
STONE
18"- I
\ --'ROADWAY SHOULDER
D_ _ FLOW
18"PIPE MAX.
SECTION A -A
ROCK PIPE INLET SEDIMENT TRAP TYPE "A"
NO SCALE
Yili ?ENc:cl.cons�.7,e;loP tld*
K�
13 U
t
M a !- PROPOSED GRADE
6"TUCK
EXMINB creaott
TEMPORARY $11T FENCE
niorss 7 T. S .
I. rence fabric *hall be a minimum of 32 inches in width and shat,
have a minianml of 6 line vires with 12" etey epadina.
2. Burtap shall be 7% oz. weight and minimm of 32" in vidik. Wr-
lap shall be fattened adeduatety to the fabric •a directed by the
Cngtnees. ,
3. Steel post 611411 be $10" in height and be Of self -fasts*.- "1*
*tett, type.
4. Wood post *hall be 3' to i' in heLxht and ] to 4 inches in deter.
hire Fabric ahait be fastened to wemden post with not teas than sh
ataplae 1k" tong.
5. Silt fence shall be maintained in road condition.
DSM
T
(inch)
A
1
13.68
3.36
NOTES:
13.92
3.48
1. STRUCTURAL STONE SHALL BE CLASS
'A" STONE.
3.48
2. SEDIMENT CONTROL STONE SHALL BE
NO. 5 OR
5.67
NO. 57 STONE.
16.56
4.08
3. TOP OF BERM SHALL BE A MINIMUM
ONE FOOT
3.48
BELOW THE SHOULDER OR DIVERSION
POINT.
2.69
4. A TOTAL SEDIMENT TRAP VOLUME OF
1800 CUBIC
3.36
FEET PER ACRE OF DISTURBED AREA
SHALL BE
PROVIDED. SOME OF THE REQUIRED
VOLUME MAY
BE PROVIDED BY OTHER UPSTREAM OR DOWNSTREAM
SEDIMENT
CONTROLS.
CONTROL
STONE
STRUCTURAL -
STONE
12" MIN. 18"
�y 00o°
°DIVERSON `
`°Oo°O°OPT O°°c OIN
SEDIMENT
CONTROL
STONE
12
PIPE
A
FLOW
D
STRUCTURAL
STONE
18"- I
\ --'ROADWAY SHOULDER
D_ _ FLOW
18"PIPE MAX.
SECTION A -A
ROCK PIPE INLET SEDIMENT TRAP TYPE "A"
NO SCALE
Yili ?ENc:cl.cons�.7,e;loP tld*
K�
13 U
t
M a !- PROPOSED GRADE
6"TUCK
EXMINB creaott
TEMPORARY $11T FENCE
niorss 7 T. S .
I. rence fabric *hall be a minimum of 32 inches in width and shat,
have a minianml of 6 line vires with 12" etey epadina.
2. Burtap shall be 7% oz. weight and minimm of 32" in vidik. Wr-
lap shall be fattened adeduatety to the fabric •a directed by the
Cngtnees. ,
3. Steel post 611411 be $10" in height and be Of self -fasts*.- "1*
*tett, type.
4. Wood post *hall be 3' to i' in heLxht and ] to 4 inches in deter.
hire Fabric ahait be fastened to wemden post with not teas than sh
ataplae 1k" tong.
5. Silt fence shall be maintained in road condition.
DSM
T
(inch)
d
inch
1
13.68
3.36
2
13.92
3.48
3
13.68
3.48
4
22.56
5.67
5
16.56
4.08
6
13.80
3.48
7
10.56
2.69
8
13.44
3.36
11 )j3
Le wir
SEDIMENTATION AND EROSION CONTROL NOTES
SEEDING AND MULCHING TO BE APPLIED WITHIN 30 DAYS OF ALL LAND DISTURBING
ACTIVITIES NOT PREVIOUSLY STABILIZED.
SILT FENCE TO BE INSTALLED AS SHOWN OR AS DEEMED NECESSARY BY VISUAL OBSERVATION.
WHERE APPLICABLE ATTEMPT TO MAINTAIN A MINIMUM 5' NATURAL BUFFER ALONG EXISTING DRAINAGE
DITCH, INTERCEPTOR I CREEK.
IF BUFFER AREA IS DISTURBED PROTECT EXISTING DRAINAGE DITCH INTERCEPTORICREEK WITH SILT
FENCE AS DEEMED NECESSARY BY VISUAL OBSERVATION.
UPON COMPLETION OF WORK IN BUFFER AREA IMMEDIATELY RECOMPACT, SEED AND MULCH AREA.
WHERE APPLICABLE SPOIL EXCAVATED MATERIAL ON THE SIDE OF THE TRENCH FURTHEST FROM EXISTING
DRAINAGE DITCH INTERCEPTORfICREEK.
'�•e•y�Yiir�i:rr� �� n�* *ata, ••:,��'
•' • `• a• s �®.r� V •'rare �'•i�•
.• .b p• saa .c fad
So * 57 STONE
FILTER
rLOW
..° 71?I
CLASS A STQNE N TYPS j
CLASS 8 OR CLASS I STONE - TYPE
• UNLESS OTHERWISE SPECIFIED ALL ROCK CHECK DAMS ARE TYPE I
ROCK CHECK DAM
NO SCALE
TYetCAL Co
2 x 4 wood frame
T
max
T
it
I!
2
� 1
DITCH STABILIZATION MATERIAL
NO SCALE
Drop inlet
with grate
&0-*- Frame
01
._,
EXISTING GROUND
Z
00
SOIL STABILIZATION FABRIC
UNDER STONE
MIN.
PUBLIC STREET
U
m
a
NOTES:
1. A STABILIZED ENTRANCE PAD OF WASHED STONE OR RAIL ROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE MAY BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN SEE STD. NO. 30.116.
6. SOIL STABILIZATION FABRIC (AS SPECIFIED BY THE DESIGNER) SHALL BE USED.
P,SUizES
0
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NO SCALE
AU.. .URgiQq&E STK.�CTu�Es
Gather
excess
at Corners
Installation of }abbe and suppofthq b'ame for inlet protection.
Construction 1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
Specifications yarn- omra strength (50 lb/I inch minimum} -that contains ultraviolet ray in-
hibitors and stabilizers. Fabric should be suffic :eptly porous to Provide adequate
drainage of the temporary sediment pool. Burlap may be used for short-term ap-
plications. It must be replaced every 60 days.
2. Cut fabric from a continuous roil to eliminate joints.
3. For stakes, use 2 x 4 -inch wood (preferred) or equivalent metal with amin-
imum length of 3 ft.
4. Space evenly around the perimeterof the inlet a maximum of 3 ft apart,
and sesarssly drive them into On ground, approximately 18 inches deep.
5. To provide needed stability to the installation, frame with 2 x 4 -inch wood
strips around the crest of the overflow area at a maximum of 1.5 ft above the
drop Inlet crest.
6. Place the bottom 12 inches of the fabric in a trench and backfill the trench
wilt atleast 4 inches of crushed stone or 12 inches of compacted soil.
'f. Fastest fabric securely to the stakes and frame. Joints must be overlapped to
the next stake.
S. The top of the frame and fabric must be well below the ground elevation
downslope from the drop inlet to keep runoff from bypassing the inlet. rt Wray
be necessary to build a temporary dike on the down slope side of the structure
toprevcnt bypass flow- Mawrial from within the sediment pool may be usfdfor
diking.
TOP OF BEA
AS SETTLED
FILTI
-• .A1 \IIAI -.
ELE-V^ATTIION
TEMPORARY SMALL SEDIMENT TRAP
NO SCALE
BERM 6" TO
R SETTLEMENT
4RD (MIN)
1 1.1. RAP

I I VERTICAL GROOVE I I w%4HOOKS �S EXTEND OVER INVERT
FILLED WITH MORTAR !
IF Ff Y �~ EXISTING SEWER MAIN
�' ''=• ~`}•: �rJr :,i-, ARIES FROM 2.0' TO 2.9' USE 2 BARS "�.
7°. b ;., • i ' J
IF *W VARIES FROM 3.0' TO 4.9' USE 4 BARS
` IF 'if VARIES FROM 5.0' TO 6.9' USE 6 BARS> �': •' ~ ~ : GROUT
FP
IF 'VARIES FROM 7.0' TO 9.0' USE 8 BARS r• , ` • y ; r ? ` `
' :�•' �. r.; ' :5.. + +•, • r^ .,. j. L:.•• ',. •S �, EXISTING SEWER MAIN
1/r INSIDE + .,
MORTAR Jahr SECTION A—A `:` :; • '�: ;�
-';,- SECTION B—B ' =
' �;. E A :.
I-� _ itr .::� SECTION la ';i,,. ,,•' ;. t�'
\\ SCALE: 1/2 - 1 -q" SCALE: 1/2"
_ '- " `�' C-C • �, r,,. :::�t._._.._.�_.�.r:'•� :« .r,t.<• ,.' .-,�:.••• ..�,;r_,: a
/ 1 O "•. ;;.T' SCALE: 1/2" = 1'—q" f;::.•;: 't"•,,.
SECTION D—D
SCALE: 1/2' SECTION E — E
EXTENSION RINGS
EXTENSION RINGS AS REQUIRED
i — AS REQUIRED
0 M.H. STEP 4'-0' FOR 8 TO 12' MAINS
24' REINFORCED AND MADE T-0" FOR 15' TO 30" MAINS
VARIES IN ACCORDANCE WITH
0 3 �� It,, 16' ;;' VARIES ~"' REINFORCED AND MADE '.� ASTM C-478 6'-D" FOR 36° TO 54' MAINS
IN ACCORDANCE WITH e
g, 4'-� r; `• ASTM C-478 ,
�• NOTES: .�`• J +', ;,
1 Y M.H. SPEP c a M.H. STEP 12'0 1. FLOW SHALL BE MAINTAINED DURING CONSTRUCTION.
A A G' 4'-0' or �', 12'0 C D zf VERTICAL r•M :;�'' ,� GROUT
+:' , VERTICAL :. 5' °• 2. THIS DETAIL TO BE USED WHEN A G OR LARGER
_ d,• LATERAL, NECESSITATES CONSTRUCTION OF A NEW MANHOLE. 6" O S'
VARIES «,,.• � ` ;: 4''—� : 5' :r ,� i .,:.t .., •� :, ., : ; + . t..
> c 1/rT 1' OF CEMENT VARIES ' - - - - - _ _ VARIES - - �- - - _ _ - - ;:�.� : _ ; :r '' 1 3. SEE STANDARD DETAIL FOR PRECAST MANHOLES.,r
MORTAR MORTAR B �' '' ;:1 -? r• I
JOINT B 1••- 6" (� �. ; �w 4. THE CO HALL PROVIDEI W-C 0 P NE
i 4• r '+ i•a : : t 24° I 24 - ,' MINIMUM If COMPACTED 167 STONE BASE s �';=''.; ,.< ;: i ? • ''..•�:.: +.. 't •,? ;` x i..
CONTRACTOR S
O •r1 _S•• •~'C.r•. f« •. <., l•'•t-.^y r• -,,,- ���:► .rte. �',:••r:•.
s' s : �•d,, �•:�, a,, :�, : .t k; ; NOTE ALL COSTS ASSOCIATED WITH ELEVATION
':J.• •:r• ,i' ''.r .tit ~", < �: 4 " .. �'f:�• ., . ,, ::Lg �,•� — :.��.•:
;_ w.:;• .• ,, ADJUSTMENTS OF NEW MANHOLES SHALL BE
0.698 CU. . P. +' +� . i •' i , .• : r.t : +. .r:' SEWER MAIN
�'. , t;. i ..r -:• :..,: _ ..:�'^ : ,:: INCLUDED IN THE COST OF r;:.r.:=FT
YD. CONC. 3' ~,. ;:: :;;`._ rid'. r-: :i::•>.~ 8' THE PIPE.
y. .. r i',
1 • .t'•w •�:•• •'�+.'Z •�•~ •a•'� L'J•r«�.r:' •t„• '� «•�.r.,,�• .• :1•'' F".!•••:. 'a' •'••J •: •.!' •i•`,` wa•!. •''w•.P •S••1'.''.,.i•t' ^'J• `—
IT �• _ _ ' �'.•� -' SECTIQN F F
6r—M g' {} t .r".'!•'..�!{•�. •:: Cr, i'�J': 7~r.rr aG
STANDARD MANHOLE INSTALLATION
SECTION A- A SECTION B- B SECTION G- C
II secrloN D - D OVER EX I STING S EWER MAI N
STANDARD BRICK MANHOLE STANDARD BLOCK MANHOLE STANDARD PRECAST II _--
,_ , " _ , " MANHOLE II !� STANDARD OUTSIDE DROP MANHOLE NOT TO SCALE
SCALE: 1/2 - 1 0" SCALE: 1/2 - l'-Cr SCALE: 1/2'= 1'0" II c4
�1
FOR EXISTING MANHOLE 1.D' WIDTH 1.0'
BOLTS TO PIPE SCALE: 1/2'= 1'0"
Z" BR. CONC. SURFACE ON
STEEL ENCASEMIENr PIPE "• NOTE: SEE STANDARD INSIDE DROP MANHOLE &STANDARD EXIST. PAVEMENT 6' CONIC. OR 3' BIT. CONC.
SURFACE ON 6' CRUSHER RUN.
ENCASEMENT PIPE _ PRECAST OR BLOCK MANHOLES FOR FURTHER INFORMATION
SPIDER
• � • CONCRETE') `'•+'
HEAVY DUTY STEEL SKIDS (4) ....-- ��,-
CARRIER PIPE PLAN &SECTION VIEW t _ I
CARRIER PIPE C.I. MANHOLE STEP i 6z, COMP � - WELDED MITRE FABRIC
( SPIDER SIZE DETERMINED BY NOT TO SCALE N I c� _ 6 x 6 - W21 x W21
SPIDER DETAIL PLAN VIEW '° ICAS�G A° DDEWEY PR m Q`LAL '�' I -
COMPACTED BACKFILL
NOT TO SCALE VALVE - TAMPED IN Ir LAYERS
NOT TO SCALE t
I
SPIDER, BY SPIDER MFC. OR � R/W _ ( _
AryPRovED EQUAL SECTION VIEW
'l I t.o PIPE 1.0
TOP OF COVER :y : NOT TO SCALE y c G , c c
' : ; PIPE CRM
y• I
.•,• T TRANVERS
Olk-
:. 43 A.B.S. SADDLE
PIPE PIPE TO L SOIL
-,�--_� TYPICAL PAVEMENT E CUT DETAIL
COUPLING 445-401' OR \
G PIPE CROWN/�. SAN. SEWER ONES LOCATED T
G APPROVED �� - \ C/o IN THE CL OF THE STREET STREET , WOF ATER T0�1T)D TO THE SOUTH � EAST NOT TO SCALE
I nW
NOTE TO CONTRACTOR:
VALVE LOCATED
s ALL PAVEMENT CUTS SHALL BE REPAIRED WITHIN A MAXIMUM
QF; ? NGLINE ON /YT TYPICAL I Y
X.• r STAINLESS STEEL - - - - - - - - -� - - - - - - - - - - - - i OF THREE (3) DAYS FROM THE DATE THE CUT IS MADE IF
:� .�:• ,' .- CLAMPS
CONDITIONS DO NOT PERMIT A PERMANENT REPAIR WITHIN THE GIVEN
• . :; .:`.� ;� r . : ,� .� .; I VALVE TEE TIME LIMIT. PERMISSION TO MAKE A TEMPORARY REPAIR MUST BE
t/rR �.a
NOTES: SaOF
m CROSS
OBTAINED FROM THE CITY ENGINEER.
C Ak G I C& G
1. PIPE SIZE FOR DROP TO EQUAL NOTES- Y
1'RINFLOW SEWER PIPE SUE 1. BACKFILL UNDER A.B.S. SADDLE ADAPTER
HYDRANT LOCATED AT C&G RETURN
PLAN VIEW 2. MECH. JOINT OR PUSH-ON FITTINGS, AND CAST IRON BEND WITH ¢67 STONE As �
t/2' ALL BELL, TO BE USED. SHOWN ON TRENCH BOTTOM DIMENSIONS ANDRAY I R/W
3. SAW-CUT OR DRILL ALL HOLES FOR BACII�IJM REQIltRf1LENTS FOR P.V.C. AND SADDLE
U BOTTOM OF COVERPIPE AND BOLTS. ARS. DETAIL
I
4. MOP--MANHOLE MANDATORY WHENINSTALLATION , VALVE
DGMITWEEN INVERTS
E is "w. LATERAL SADDLE INSTALLATION DETAIL LIMITS GRADE
5. STAINLESS a MOPS
SHALL FINISHED
BE FOR A.B.S. COMPQSITE PIPE NOT TO SCALE TYPICAL LINE LOCATIONS
:.: USED ON ALL DROPS GREATER
�'�•� THAN 5 FEET AT IT INTERVALS.
t •
NOT TO SCALE FINISHED GRADE
s N1' x rOT TO SCALE SOLID P.V.C.P.vc. ,:�.: •` 1•:
RING_ I I I 11=
�.i ti ; ;ti - CAST OR DUCTILE IRON
`D PIPE TEE WITH CUT-OUT _
` CLASS AWWA-C110 _
0 T-2 1/f TI DIA. MIN. r%7 Y 1 = UNDISTURBED SOIL
U
ONE JOINT OF DUCTILE 4SP.V.C. INLINE WYE
3 � 5/IE IRON PIPE COMING IN PIPE CROWN (- UNDISTURBED SOIL
0 '
I'- 11 1 13 7 � .�;.
O ° O
}SPRING LINE�
i' 3/8" •• a � _ °t-
nuBOLTS dSTRAPS GROUT ,,'°•__
PIPE GRADE
I
T;T •. a� � . SPRING UNE - + - BEDDING
LATERAL INSTALLATION DETAIL HAUNCHING PIPE GRADE
2 t 3„ 1 1/2' ` GROUT i DUCTILE ICON PIPE CLASS AWWA-Ct51 s �;s-.y' - _
._ X57 STONE II I
FOR P - _
V.C. PIPE T -{ „DING O.D.
1/ WORK WELL UNDER MINIMUM SIDE CLEARANCE
2 3/ w n CAST OR DUCTILE I � awc t.mt * a` I - b OF PIPE
3 3 f r IRON 90' BEND N tits a tAt Km '°°""`" e NOT TO SCALE - BOTTOM OF PIPE O.D.
0: _ -9�. it ;, •�'. r. . s.,;5 • : i; 'fit , : s [ if_LoF PI'E �� 2 MAXIMUM SIDE CLEARANCE
41 a CIL ML Ng at CE
1'-10 1 E'
F PIP
9 MOM =a s CO. sa�enut io. nuc usse Mtult BOTTOM WORK OF PIPE � O O.D. E � MINIMUM SIDE CLEARANCE
irt�i1 117' I of PIPE 11Y I
4 3 Nr coma•,a. s ""� *ii,r "M I r• 1.01F PE i MAXIMUM SIDE CLEARANCE TYPICAL BACKFILLING REQUIREMENTS
& TRENCH BOTTOM DIMENSIONS
SECTION VIEW #
-• 1r11iA a wE o FERNCO COUPLING OR EQUAL 1 i
—SDR-35
TYPICAL BACKFILLING REQUIREMENTS FOR PVC PIPE
'"" ��„�,
&TRENCH BOTTOM DIMENSIONS NOT TO SCALE
E CONCRETE
SECTION c — c TYPICAL SANITARY SEWER LAT L CONN..QT :. '. » t ! I COLLAR FOR ABS & PVC COMPOSITE PIPE
STANDARD INSIDE DROP MANHOLE NOT TOSCrSLE}
NOTES. I. itiE 1FlJ>I i. Af > , NOTES: - NOT TO SCALE !' T t ""DUCTILE .
O TO SCALE
TILE IRON PIPE OR SCH_ 40 PVC
TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE
• . MANHOLE RING & COVER. 2. 00, ' TAKEN FROM THE INSIDE FACE OF THE SHORING AND BRACING.
U' AS DIRECTED BY ENGINEER.
USEE CITY OF GOLDSBORO STANDARD FOR PRECAST ORM -. LENGTH DETERMINED IN FIELD BY ENGINEER. 2. STABILIZATION STONE SHALL BE INSTALLED AS SHOWN ABOVE WHEN DIRECTED
NOT TO SCALE BLOCK MANHOLES FOR ADDITIONAL MANHOLE DETAILS. 3. FOR A.B.S. OR P.V.C. INSTALLATIONS, SADDLE AND BEND MUST BE BEDDED IN BY THE ENGINEER.
L DEWEY BROS. MH-RCR-2001-FC 167 STONE .BEDDING AND HANDLING MUST COMPLY WITH REQUIREMENTS OF 3. NO ROCKS OR BOULDERS 4 OR LARGER TO BE USED IN INITIAL BACKFILL
USE DEWEY BROS. MH-RCR-20D1 INSIDE DROPS WILL BE ALLOWED IN 410' DIAMETER MANHOLES STANDARD DETAIL FOR TRENCH BOTTOM DIMENSIONS AND BACKFILLING DETAIL .FOR .REALIGNMENT Al�tplOR � REPLACEMENT 4. ALL BACKFILL MATERIAL. SHALL BE SUITABLE NATIVE MATERNAL, UNLESS
FOR AREAS OUTSIDE OF PAVEMENT ONLY AT THE DIRECTION OF THE ENGINEER, REQUIREMENTS FOR P.V.C. AND A.B.S. DETAIL OF A 5gCTION OF AN _EXISTING SANITARY : S.E1A I SELECT BACKFILL APPROVED BY ENGINEER.
N
TAP IN CONFLICT WITH PROPOSED fMPF20VEMENTS -Nor To SCALE 5• BACKFILL SHALL BE TAMPED IN TRAFFIC AREAS, 12 IN NON-TRAFFIC AREAS.
o:
PROJECT NUMBER
REV. NO. D E S C R I P T I O N GOL0301-001—B1
CAR��JJ'J�� \\ ���Illl lClJl tAln��/ / DATE BY APP'D
� �+/T SCALE
;�\�°�••FEssiQ•-.' �N ' - AS NOTED SANITARY SEWER INSTALLATION DETAILS CAD NUMBER
�17'+ GOLU S121
0 'Q� �Y �O 9 J� ARCADIS DESIGNED BY
CONTRACT
S = AL - MSC REEDY BRANCH SANITARY
in - 19697 _ = 18101
DRAWN BY
�y'•:'yGINE�RX��v" :9L'•• �� ARCADIS FPS MSC
SEWER IMPROVEMENTS °A
i INt ''�►, . 11812004
2, 11 •S' CP�-�����\ %� q HAM\L��\\ One Centerview Drive, Suite 20$
\1 ��O Greensboro, North Carolina 27407 CHECKED BY
,) glo4- �r,lllllllTel: 336-292-2271 Fax: [phone] GOLD
www.arcadis-us.com WTR SBORO, NC 21 01F 24

PL_ A. H v leW
CATCH A'51N Y WHERe Lf -\R E
PPE ICS u1 ED ARD m r=NC)1.
0
1
TOP SLA+
'roP S LA5 -
P L /atl K.I. E tV
CATCH btASN WHERE LARGE PIPC-
FROM BACK To FRONT
NO SCALE
'&A C V
Gv1
SGT ION. G -�
wo-
V4 rr r "To ISLCI
F'LPIN V IEW-
STANDARD CATCH BASIN
NOT -ro SGA.1-E
�ll
SECT.10N A -A
5ECT 1oN 5-5
CD ot'l
Ado 1` 'q°'ca SLAt"9
1
y , µ 8"
SCALe
i'�V i AC IwXPANioN 3 -of n1T �`4"
ioi D L_Eh1G,`rH
4 5A%Zs ° v" I✓q # 8 BA? "\4 "G QUP11-LI
43 AG D SPac�p
� 2
m�
d`
_ pI.AN Vi�`V
TOP SL A5 C.ATC H C A i
"OT -ro 5c tom;^lF
W _
ce ' J
GEQ0W H- H
NoT To SCAL-E
sec -[Ian D- p
tao-T �0 5cgt.
y11
%jam-
•
NOT -ro SCAL0
� 1�
0
H
wA
4 dl °e
5Ec-�:a,3 F-
JIOT 0_ 5C&*
PL. A1�4
N6T ro '_:�cALE
( VAK ABLS, I2! MWItAU�I i
f1
=� fi:a,,.
f:: /f:T
TYP. CRoSs ;Lci;�al
M�1�IFiE� TYi'C CUt;� � G�)iTE-2
P.S.1. Caa1C .
QiZoP- l,WA&ELCt. V. IZAMPIN
►2 � i StvPE �
NoT T& SCALE
-
f4oT To r6cALi
PLAN `1IE\1W
0.1. R { RST � T�PE� .c„ � Aitii CURB
NOT TO �5 x,41 -.F_
U,5 t~ c�EE- w e,-� S k c l:. a 14 - Za J - 12c) -ml OR APF' RsONIE-V Eq U A� ..-
ScALE q. . 1 �a
I, IUt;AL GST oi^ CURB � q uITER- 7 85
S.Y.
i2.c)' 4.3a ':�.`&
4.-14o S • Y.
l4. ti' Sa 2O s.y+
115. o 5. Cv4 S.Y:
EACH 500T !t1 \11VTK viFFIE?GMCE, ADD 01(
00
F2N VAP
?V P, cRo-_s 5EC Ot J
Po LL, TJPG C.'JRB C,vTTGe
01
y-,
TO. cuKF_ nE to
A
PeoP, wt�E t_CNA�iL ��Mf�
('R.4. pep" SSED 'Cuffs � L Ptta4?. A'`Pf,'_Q t7 cufLF�
Nc-T To Sc -Al-
SIDG WAL K G)HCELQ14AI1C IZAMP DETAIL
Se^Lrz t AS 580u.V%i
ItAF,hI
QWS AGa0AQ_TI
N
raj
.x.
ri = ■1
_
W -m
PL_ A. H v leW
CATCH A'51N Y WHERe Lf -\R E
PPE ICS u1 ED ARD m r=NC)1.
0
1
TOP SLA+
'roP S LA5 -
P L /atl K.I. E tV
CATCH btASN WHERE LARGE PIPC-
FROM BACK To FRONT
NO SCALE
'&A C V
Gv1
SGT ION. G -�
wo-
V4 rr r "To ISLCI
F'LPIN V IEW-
STANDARD CATCH BASIN
NOT -ro SGA.1-E
�ll
SECT.10N A -A
5ECT 1oN 5-5
CD ot'l
Ado 1` 'q°'ca SLAt"9
1
y , µ 8"
SCALe
i'�V i AC IwXPANioN 3 -of n1T �`4"
ioi D L_Eh1G,`rH
4 5A%Zs ° v" I✓q # 8 BA? "\4 "G QUP11-LI
43 AG D SPac�p
� 2
m�
d`
_ pI.AN Vi�`V
TOP SL A5 C.ATC H C A i
"OT -ro 5c tom;^lF
W _
ce ' J
GEQ0W H- H
NoT To SCAL-E
sec -[Ian D- p
tao-T �0 5cgt.
y11
%jam-
•
NOT -ro SCAL0
� 1�
0
H
wA
4 dl °e
5Ec-�:a,3 F-
JIOT 0_ 5C&*
PL. A1�4
N6T ro '_:�cALE
( VAK ABLS, I2! MWItAU�I i
f1
=� fi:a,,.
f:: /f:T
TYP. CRoSs ;Lci;�al
M�1�IFiE� TYi'C CUt;� � G�)iTE-2
P.S.1. Caa1C .
QiZoP- l,WA&ELCt. V. IZAMPIN
►2 � i StvPE �
NoT T& SCALE
-
f4oT To r6cALi
PLAN `1IE\1W
0.1. R { RST � T�PE� .c„ � Aitii CURB
NOT TO �5 x,41 -.F_
U,5 t~ c�EE- w e,-� S k c l:. a 14 - Za J - 12c) -ml OR APF' RsONIE-V Eq U A� ..-
ScALE q. . 1 �a
I, IUt;AL GST oi^ CURB � q uITER- 7 85
S.Y.
i2.c)' 4.3a ':�.`&
4.-14o S • Y.
l4. ti' Sa 2O s.y+
115. o 5. Cv4 S.Y:
EACH 500T !t1 \11VTK viFFIE?GMCE, ADD 01(
00
F2N VAP
?V P, cRo-_s 5EC Ot J
Po LL, TJPG C.'JRB C,vTTGe
01
y-,
TO. cuKF_ nE to
A
PeoP, wt�E t_CNA�iL ��Mf�
('R.4. pep" SSED 'Cuffs � L Ptta4?. A'`Pf,'_Q t7 cufLF�
Nc-T To Sc -Al-
SIDG WAL K G)HCELQ14AI1C IZAMP DETAIL
Se^Lrz t AS 580u.V%i
ItAF,hI
QWS AGa0AQ_TI
i✓S OR
_V) F D P
CO\j v<
Chit � c istoc�
F
�.cr1�+:. i? II`l t`:\',> _
hla�s._a_
>�IcY,F—m—le
0r�Ei
-
_
PAS
A,
td k P r H
�
1�iprH
G
SPA:4
I-�trt�_ i N I;VAr
m1N. W,��`
FEARS U
�° �r✓11"'1"Fi
FAf? V
�s i.EPI; '(Fj
fv- t-i,li�Tti
T� �t
Ei'
L t3�
f,f. _
Lyr�1�
TM�oT��
C
i�PFt i; r.
F
C rel,
_
614
0.:.4;fib
o,o34-
1+_4tl
__
-
o
cl �t4.._
C). 5,a
_0.011'
G_Ln4,�_._
r.,�..
U 4a _
-_0 071
2'
�....___._-.•
4`
4 ,`_Cv�
43`
_ 1"
-
�C.`
0.1.}7
Q._.�
LP 1581
C G�
f 301
_v
..__-,-._
�34w"
__._._
.._ t U
- io
1 11
- 8
_^ `�
�3.
_
c}�
�.'°
q
3"
_?'_7
5
o2'`
o;-(ao
0.797
I.Pi1!
M
y
.'
'`-34
._�
44u
4''iG
""
40
P,i4ty
”
-
(4p_
34,t
34''
3
7.343
�'-o°
2`-
Sq';,�„�
?"
154=
4-O
t�
'Q Q
_7 n ry
cT►o� a- J
L
Nc i Pas
1} lYi(�Q�At� �caitiT`� CSN Tl-t� INSIDE
DIAM>-TER- M0`5r PSE Ile':t ;l THICK—
2> ALU
ALU exF-osep Mof�T'AK 30tiv_js WILL
Y�� CoP•lcgvt�€� Too�.E� .
3� 3000 PS.I_ Cotic'S� o U r✓�i.
OV- rt_oUKLA5s Ami?
ou►.ai7A�lo i Ji , BG AGcor�PLtSH�@
�y FoittinIwC, .
:5-,.) ALL CATCH RAaI"c:, OvSQ 3`-tP" PtrP.TK
To 8� VTOIJ 75v . W rn; tAS-TAI< 576p5 ,
AW
it= DI1ZGc-TeV 54 T146 Erac,!Nt✓;✓�, ti.isTALL
4 G. 1. PIPE \ITR COPP6tZ 15"66' MESN
ST0t4F FlrrY6K ua "Ioi� SEcTioN aF G.F�` 5
A,�,© M.H.'s &LoW 5U5CjRAV6 .
a
C-A,crk 666 W Ou

5�c-C"r ors K -K
0 �
qr
� M.tt.SiEP
_NN
T-
1
4'4'1
Vp rQl� �
,P 4 4
S`tA�DARp F��tGK MANt�LI✓
Sa✓cTtou oN
214,
1 ,1�
4
K
zT'1chu GF,o©4E
iwev 1J tT1i N10RT�
V
3AC,KFtLL,-rAtA1?cp
so 1 L,
CLASS 200000fAc. 0,4 4",.
,VA5ovs Pips
PIPE.
P11 -C- C V RAt�
X10, Cv7 STc . -- 3 M 1 19-0
G�,A55
(ARCH EMC-ASEASM-r�
Vx r IASoo14 Rtes
- ids REc�vtREv '
E11,1Fo�Gt=G At Av MAPS
I" kcogi>At1C.E \ivvv ASTM G-4-13
FAG Ki+ILL � �rl�MPt="� .. •- - : -:
� 1 to l.,p" LAy�.6� --•
5 1 � � 1►
5-rANvar�p Loci; . 1�tlal oL 5-rA"VARv ?R'SCAs-T MMS kjOL,E
�Ec-rtoN oN
SEc-1�oN ata
l�Co►Is�1'w,cT tNS�rl�rre�ac,� sox/MH SevAEL LtlJtrs c01,JNACT
WITA IJCW SToev- DeMOAGIIE LINES . \AIA'TGV- eQ SCwe(Z- Lj"c
\c/," SAWu= s1r.E DUeTIL_Lr 1goo rin;: TNtLv New sTe�eTva.� .
2)au- eosrs Iassoc"Tr.D wlj7'I C-L.rrv,01TI0,J AD3ogTrAeaiw-.1 or= rJt-w t rwL= a.�D
Neter/ to rem COST Or
ToP 4F Co u
c:!. Apvwx e Ri Nrq 4 G oyER
P�tVtiy gR05, i,��, RCR•�.C?t?t- EG
UsE Pewty Blas: MR- RCP- 2001 Foit AvmA5 -
- 001-5Ive
� o-iTom CIF Cavv iR
� NSE.�'fi �iltl+a
.c.
IUOT TO ScA>.L6
t1
FLAO
t1
• Dt~�l�� t3 tzo� , tAt 1-t - S T - I � ©tti A�'RoV�y EC?JAL
PE C4RAP(5
v 1a�1<��•,:; r� T��
'"JQ1?�
NO. t.-7'S-T0Nf-:
-rb OVIS 60(TA
\igRTKE-AL. ttF-ICgWrF17
r-
.1,
( t% WST CLNSS)
®AC. Y, F i LL ,� TAMPI; t7
l.AyalKs
C, IAss C C�
V.G. �. i�.C.. �%►���
P:1W.15,4G-P Ir GRAPG
F1 MAL-
SacK F I I -L - _
Toe of CoMi'Ar."'' IE.P FILL
07Trf -vI
*vlsTOJ�5&D SOIL
NOTE TO CONTRACTORS
ALL PAVEMENT CUTS SHALL BE REPAIRED
WITHIN A MAXIMUM OF THREE ( 3) DAYS FROM THE
DATE THE CUT IS MADE. IF CONDITIONS DO NOT
PERMIT A PERMANENT REPAIR WITHIN THE GIVEN
TIME LIMIT, PERMISSION TO MAKE A TEMPORARY
REPAIR MUST BE OBTAINED FROM THE CITY ENGINEER.
I'.o vE�-r►� 1�0'
t\to. to7 `a
-1c) �i�
EX 1 S -T �t/ �� t1 i 2" I iT.CGhlC. Ji>sZf-J ori L' Co'kizaTE OR. -s"
BtTJmit-lou-ir, CeNJCtzsTc--
.�'R'�t �•��' �`•fp" 'CoI:lGRCT '£�: , euuFA.Ct,: orl �>'
.. 1�EL DEp \II�E �AJ31KtG
�- Ct�NtPAc-rEr>
D L3Ack F I LL TAMFtwJ> I Q
i4t Q 1 rr-A- ,F. t '
TyPICAL
"s"Ra�uv� �avlt�aT
K►LL, TA;�e'Ta CUT D6TAI L-
C.o" LAy gra
12„
yn,tZt1GS
I
\/tic. `� 3ood P.5.1. Gl+�leeT� E+V�Ttr�t•i
cc�NGZsi•F- COLLAR.. A•IL.
40 SeAL.a
i'egUI RIMG, SHOTIMC,1 A1,; 13P\AC0,1q -) DtMEti51aNS
5t11 L1. `3E TAKEKA FKoln 'C'►•te I Nsl atm FHGE 01:-
Am
fAm 5 RAGI MC -1
2.� MO 1ZOCK5 oR 500L.Z9r1iS 4" oR LARGtER Ta 8E 05,0:;�
1V -A I I.A 1 T• I AL. F3AC-K F I LL .
3) ALL- EIACKHI-L_ MPtTER1AL-SHAL-L. 13G SorrAlaL.G NLATIvEE
' Z-01 MATERIAL UNLE54 SCt �ci- �3Aci� IL -L. >�PPRoe1 T� Sy
I"ITIAL- �( {j l (�.
BAc.;cF►L_L. •r.. / 4. $ACKFIL_L. St -TALL, GSC►
• ,II � TaM� ,N Cp L--AyeRs 1N -rAFFLc A�GK,,
s —T �,ZIR I!.! %avA1 TRA �iG AgeAS.
LIM
lv" .D or- 11P9 Co" M I Ill l MUM S IDE C LJr--W VAC V-
12`' o.b. of 1"�iPrr 12`.` MAX 1 Mum S I pe: CLEARAt405
TI?I✓ItaC-H t3vTT0M D1MGU510"S, AWD BAc-Ki:iL.L►NCj �E�v11�EM+✓ t tTS
FoR Duc.T1L� IRON, vtTRt�tEt> CLAY � R'E)NFoI�CED C°�c�TE i�'tP'E
'"SOP py- CoMPAcm,> tt. tr
To? oP CoMF'AG.TCD FILL,
't"op of: C0M?Ac.-t,) FtL. -
COMFACTeb
GOMFACj�D
\ysll Rca 5ut3t� t7At GOMwliHUsygCTED
BACK F►L..GoMPact�p
i
` �tb
►1 iJ APPt�'ort� Fot�MT7HT1 ota
o.p I5ACXC-►t..t Mt / o.C7. cpptbt tOtLtNC�
! 4) �?rPPQOYE~p �oo?AwjTt oto o.D AS �u'tca tN twAT 1At_
C4Jird j IOA31A1("� MNTGRIAL. 63
COMPACTIOIJ I `/too A 73y 6las�t .
C,i> NORMAL CARTiA FUC.I{ ok? `z,)0rrA13L- MAI---WlAi- f,.ORMAL GAI?'TI+
St]BD�A1►�l o Fou1DAsIovA F:ooVATIOiA DE'AI►- 1o�ND
ATic*A DGTAt L_
' rr� vl°t%A Q T�r►L
� tai PE INA Ti'S�IC 4 Meori o�- V1 Fe 1rusTAUATroc\i_
b � J _ �_ }.lCs -- 5 t 1A�5:� ��':�.1 @.�"at ��i tt.l. Fig Wit'•? �� )'�'� .''� v h-!bt✓ i� /�u-- tit �� c� talt/i�.+ TS � X C G' ��
o.C- %S LESS THAK. x..41'
"I:AVI C-Q0kRM !IAT 'SMI- L40T, t -F
U� �% }kA� Fas�Ci� PRor�1�Ly C3h�-kFit�JD Pci�.Ij� C�o'•�F�Ei7 �.ItTN �T' l�t•'t�ti'►" 3" OF•
A"�ttt�Vi✓'L`� MATEt?tA1--• ,
�VNVCIZDRAIR PIPS
Mtu.
U1�C�'tr t7�'a1N 1U�`t-�1t�t.�tTl�N ..T�i+AIL�

ff=
N ,.
RE HYDRANT, PUMPER NOZZLE TO
O BE PERPENDICULAR TO STREET.
lix
°
VALVE BOX, DEWEY
VBX-TE-100
N
O t1
U
SIDEWALK
- .. GUTTER PAVEMT
1
n
7 CU. FT.
CRUSHED
Z
6" GATE VALVE
STONE
M.J.)
REQUIRED
COMPACT BACKFILL
(MIN.)°„°000
G00000°°000°
00
0 0 0 _
(TAMPED IN 6" LIFTS) \
000000
°0°0`0
o°o°oo
:0�o°Op
6" MIN. BRANCH PIPE
MAIN .
_..� :.-:.:•:::: .-: 00000
0 00
0�0�I CONC. FOOTING I
I (SEE DETAIL) 1
CONC. THRUST
CONIC. SETTING SLAB
1 3"x 3 x 4 iHK. I_ - - - - - - - J
1
BLOCKING
HYDRANT TEE TO BE MECH. JOINT
CONIC. THRUST
FIRE HYDRANT - SHALL BE MUELLER "CENTURION" OR APPROVED EQUAL BLOCK
BRANCH PIPE - SHALL BE DUCTILE IRON AWWA C150 OR AWWA C-900 P.V.C.
6" GATE VALVE - SHALL BE AWWA C509, OPEN LEFT.
VALVE BOX - SEE STANDARD VALVE BOX DETAIL
NOTE: LOCATE AT THE RIGHT OF WAY UNE, BUT:
WHEN SIDEWALK IS CONSTRUCTED AT PROPERTY UNE, CONSTRUCT
FIRE HYDRANT IN 2'x2' EASEMENT ADJACENT TO THE R/W.
ALL CONCRETE SHALL BE 3000 PSI MIN.
P.V.C. PIPE BEDDING SHALL CONFORM TO STANDARD DETAIL
FOR TRENCH BOTTOM DIMENSIONS AND BACKFILLING REQUIREMENTS
FOR P.V.C. AND A.B.S.
A MINIMUM OF 7.0 CU.FT. OF CRUSHED STONE WALL BE LOCATED AROUND
THE BASE OF THE FIRE HYDRANT.
C --r A KIn A Dn
uYnP
OMIT
IMI`:�TAI
I ATION
NO SCALE
1. WHERE SHOWN OR DIRECTED BY ENGINEER, CONTRACTOR 2. ALL COSTS ASSOCIATED WITH ELEVATION ADJUSTMENTS
TO RELOCATE AND/OR ADJUST EXISTING HYDRANT LEG AND OF NEW WATER VALVE BOXES AND NEW FIRE HYDRANTS
HYDRANT AS NEEDED. PAYMENT WILL BE A LUMP SUM ITEM SHALL BE INCLUDED IN THE COST OF THE PIPE.
IN THE PROPOSAL AND IS TO INCLUDE ALL NECESSARY
BENDS, PIPE, AND FITTINGS. PAYMENT FOR BARREL LENGTHS
IN EXCESS OF 3 FT. -6 IN. WILL BE BY THE VERTICAL FOOT.
3/4• THREADED
RUST COLLAR
iTEEL PLATE
WATER MAIN VERTICAL BEND
NO SCALE
GENERAL NOTES
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL BE COATED NTH
2 COATS OF BITUMINOUS BASE PAINT.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS.
rXr
USE 3000
CONCRETE
FOOTING
1. "X"x"Y" MUST EQUAL THE SQUARE FOOTAGE OF THE BEARING AREA AS
SHOWN IN THE TABLE BELOW.
BEARING SURFACE AREA FOR VALVE FOOTINGS
vet VE SIZE 6" 8"
QUICKSAND.POOR SOIL (1000 PSF)
7 12
GRAVEL.000RSE SAND (1600 PSF) 5 8
SOFT CLAY (2000 PSF)
4
FAIRLY DRY CLAY, CLEAN DRY SAND (4000 PSF) 2 3
DRY CLAY, COMPACT SAND (8000 PSF) 1 2
STANDARD VALVE FTG. FOR WATER MAINS
NO SCALE
EXIST. I
2" BITU. CONC. SURFACE ON 6"
CONC. OR 3" BITU. CONIC. SURFACE
ON 6" CRUSHER RUN
WELDED WARE FABRIC COMPACTED BACKFILL
6x6 W 2.1x W 2.1 TAMPED IN 6" LAYER
_,- NOTF To CONTRACT
A) t- - AVIEMENT CUTS SHALL BE REPAIRED
Wh-24 A MAXIMUM OF THREE 3) DAYS FROM THE
i w . DATE THE CUT IS MADE IF CONDITIONS DO NOT
a� PERMIT A PERMANENT REPAIR WITHIN TFL= GIVEN
TIE LIMIT. PERMISSION TO MAKE A TEMPORARY
1 1 REPAIR MUST BE OBTANdED FROM THE CITY ENGINEER•
STANDARD TRANSVERSE PAVEMENT CUT
NO SCALE
� : OFESSI
SEAL -
• 19697
_
v
��1F� rs i IG P1``\\,l
PLAN VIEW
NOT TO SCALE
BOLTS TO PIPE
STEEL ENCASEMENT PIPE
HEAVY DUTY
STEEL SKIDS (4)
CARRIER PIPE "
(SPIDER SIZE DETERMINED BY
SIZE OF STEEL CASING AND
INNER PIPE)
SPIDER, BY MFG. OR
APPROVED EQUAL
e.�r�� r►�n•er.IC\.T �I�C
SECTION VIEW
NOT TO SCALE
SPIDER DETAIL
AL
18101
i
%//q mHAM1V11\q)� D1�C
NO SCALE
k X
t t 4 6" MIN.
,>
.� :•- 6MIN.
UNDP TUBBED SOIL
PLAN BENDS
18" MIN. -100 & LESS
24" MIN. -120 do GREATER
X -j
PLAN TEES
BENDS & TEES PLUGS
SECTION X—X PLAN & ELEV.
TYPICAL THRUST BLOCK DETAILS
NO SCALE
METER BOX- DEWEY TYPE MBX-1
LOCATED AT R/W UNE
SEE METER BOX DETAIL ce
I
I
jCURB STOP -MUELLER
14258
TYPE H
'n Q
Y
ff
00
00
•-
•::. - _ C -.
BACKFILL TAMPED IN
6" LIFTS.
I �
My �_
STYPE "K" SOFT COPPER PIPE
CORPORATION MUELLER TYPE H-15008
OR APPROVED EQUAL
TAPPING SADDLE IS REQUIRED. SMITH-BLAIR 317
NYLON COATED DOUBLE -STRAP STAINLESS STEEL
-CURB
FORD KV43
N
STANDARD WATER SERVICE INSTALLATION
NO SCALE
1. THE CITY RESERVES THE RIGHT TO RIGHT TO ADD OR DELETE WATER SERVICE
TAPS AND TO CHANGE LOCATIONS FROM THOSE SHOWN.
2. CONTRACTOR TO RELOCATE AND/OR ADJUST WATER METERS AND BOXES AS DIRECTED.
STANDARD DEWEY BA
NO. VBX-TE-100
(SEE DETAIL SHEET)
STANDARD CONCRETE PAD
FOR VALUE BOX
NO SCALE
PROJECT NUMBER
GOL0301-001-B1
CAD NUMBER
SCALE
AS NOTED STANDARD WATER INSTALLATION DETAILS GOLUS124
IL fm ARCADIS DESIGNED BY CONTRACT
MSc REEDY BRANCH SANITARY
SEWER IMPROVEMENTS DATE
DRAWN BY
ARCADIS FPS MSC 1 /8/2004
One Centlo, N Drive. S� 208 GOLDSBOR09
NC
(`ir'P,en.RbOrO. North Carolina 27407 CHECKED BY '�4• GIF 24
Tei: 336-292 2271 Fax: [phone] WTR
www_nrm&m—tm-com