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Standard Specifications and

Construction Details

Town of Angier,

North Carolina

Adopted March 7, 2000

March 2000 2 Town of Angier, North Carolina

Construction Standards

STANDARD SPECIFICATIONS & CONSTRUCTION DETAILS

TOWN OF ANGIER, NORTH CAROLINA

TABLE OF CONTENTS

PAGE NO.

SECTION 1.00 – PRELIMINARY CONSIDERING & INSTRUCTIONS

1.01

General

5

1.02 Submittal Requirements 6

1.03 Plan Requirements 8

1.04 Approval of Materials 13

1.05 Record Drawings 13

SECTION 2.00 – GENERAL PROVISIONS

2.01

General

16

2.02 Abbreviations and Definitions 16

2.03 Erosion and Sedimentation Control 17

2.04 Earthwork 20

2.05 Safety 21

2.06 Work within Right-of-Way

of State Maintained Roads

21

2.07 Maintenance of Traffic 22

2.08 Concrete 22

2.09 Underground Storage Tanks 22

2.10 Electrical Power Service 23

2.11 Grease Traps 23

2.12 Dumpster – Installation Requirements 24

2.13 Notification Prior to Beginning Work 25

2.14 Materials 25

2.15 Inspections 25

2.16 Utility Easements – Special Provisions 25

2.17 Water Construction 26

2.18 Street Lights 26

2.19 Guarantee 26

SECTION 3.00 – STREETS

3.01

General

27

3.02 Definition of Terms 27



TABLE OF CONTENTS

PAGE NO.

3.03 Construction 27

3.04 Inspection 28

3.05 Design 28

SECTION 4.00 – CURB AND GUTTER, DRIVEWAYS AND SIDEWALKS

4.01

General

35

4.02 Materials 35

4.03 Dimensions 35

4.04 Construction Methods 35

4.05 Inspection 36

SECTION 5.00 – STORM DRAINAGE

5.01

General

37

5.02 Design 37

5.03 Materials 38

5.04 Construction 40

SECTION 6.00 – WATER DISTRIBUTION

6.01

Design

41

6.02 Water Distribution Pipe 43

6.03 Hydrants, Valves and Waterline Appurtenances 44

6.04 Blow-Off Assemblies 46

6.05 Water Pipe Fittings 46

6.06 Services 46

6.07 Installation 48

6.08 Hydrostatic Tests 48

6.09 Chlorination 49

6.10 Bacteriological Sampling 50

6.11 Additional Testing and Inspection 50

6.12 Boring and Jacking 50

6.13 Backflow Prevention 51

SECTION 7.00 – SANITARY SEWER

7.01

Design

53

7.02 Gravity Sewer Main Materials 56

7.03 Sewer Force Main Materials 57



TABLE OF CONTENTS

PAGE NO.

7.04 Manholes 58

7.05 Trenching for Gravity Sewer Mains

and Force Mains

59

7.06 Service Connection 60

7.07 Relation of Sanitary Sewer to Water

Mains or Storm Sewers

61

7.08 Testing and Inspection 61

7.09 Sewage Pump Stations 63



SECTION 1.00 – PRELIMINARY CONSIDERATIONS & INSTRUCTIONS

1.01 GENERAL

The Standard Specifications as contained herein are to be utilized as a minimum standard

for all subdivision and utility construction project within the jurisdiction of the Town of

Angier.

The purpose of these Specifications is to present standards for typical conditions

encountered. All subdivision roadway construction and utility extension projects require

that the design services be performed by, or under the direct supervision of, a

Professional Engineer licensed to practice in the State of North Carolina. The existence

of these Standard Specifications and Construction Details does in no way relieve the

Professional Engineer of the responsibility to correctly adapt these standards to the actual

site conditions encountered on any project. The Engineer preparing construction

drawings for a specific project must review the application portions of these

specifications and determine that these minimum standards will function correctly for the

project. There may be circumstances whereby the Engineer may wish to increase pipe

strength classification, bedding requirements, reinforcing, etc. In such situations where

changes or modifications are proposed, the Town of Angier should be consulted prior to

completion of final design and plan submittal. This will serve to ensure that the plan

review time is minimized. Such deviations from the Town’s minimum standards

receiving such preliminary approval shall be clearly indicated at one location on the

construction drawings, and labeled “Exceptions to the Standard Specifications of the

Town of Angier”.

Each set of plans for subdivision construction and/or utility extension project which is

submitted to the Town of Angier for review shall have affixed to the cover sheet or first

sheet, the following not and certification:

These improvements shall be constructed in accordance with the following drawings and

with the Standard Specifications of the Town of Angier.

I, _________________________, PE, certify that the Standard

Specifications of the Town of Angier have been thoroughly checked and found to

be applicable to this project. All expectations to the applicable Town Standards

have been previously approved by the Town of Angier and said exceptions are

shown on Sheets(s) __________ of these drawings.

By: ________________________, PE

S E A L

Date: _______________________

The Town of Angier will periodically update these Specifications. Any purchaser of the

Specifications will be eligible to receive the updates as they become available. The



Town will also periodically consolidate the changes and republish the document in its

entirety. To be eligible to receive updates, a new set of the current specifications must be

purchased.

Projects shall be constructed according to the Standard Specifications in effect at the time

the project received final approval by the Town of Angier for construction.

If construction of the project or phase of the project does not commence within twelve

(12) months after the date on which the final project plat was approved, the approval shall

be null and void. If a project approval is deemed null and void, all preliminary submittal

procedures shall be repeated, and the resubmittal shall reflect any revisions in the Angier

Specifications and Construction Details in effect on the date of the resubmittal.

The project contractor shall have at least one (1) complete set of approved plans and

specifications at the job site at all times that work is being performed.

1.02 SUBMITTAL REQUIREMENTS

Persons desiring to construct subdivisions or other utility extensions within the

jurisdiction of the Town of Angier must submit final construction drawings sealed by a

Professional Engineer licensed to practice in the State of North Carolina. The submittal

shall be made to the office of the Town Mangers. Submittal of the construction drawings

shall be made only after the project has received preliminary plan approval from the

Planning Board and the Town Board of Commissioners.

The submittal process shall be described below:

A. Initial Submittal:

For the initial review, the following items shall be submitted:

1. Final Construction Plans – Five (5) sets. The plan size and content

shall conform to the requirements outlined in Subsection 1.03 hereof.

2. ”Application for Approval of Engineering Plans & Specifications for

Water Supply Systems” – NC Department of Environment and Natural

Resources – Form DENR-2136.

3. “Fast-Track Application for Gravity Sewers, Pump Stations, and Force

Mains” – Provide one sealed original of Form FTA.

4. Storm Drainage Computations – Two (2) copies of complete storm

drainage calculations, maps and other supporting material shall be

submitted, addressing the following special issues as applicable:



a. Impact of concentrated run-off from upstream areas released

onto the property being developed, and the measures selected

to mitigate these impacts, i.e. – either piping of this run-off into

the storm water collection system, or the enhancement of

existing drainage channels by enlargements, armoring, etc.

b. Impact of concentrated run-off from the property being

developed onto downstream private property. In such cases,

the discharge velocity must be reduced to non-erodible levels.

5. Wastewater Pump Station & Force Main Computations – (if

applicable) Submit two (2) copies.

6. Pavement Design Calculations - Pavement design for all streets shall

be based on subgrade soil conditions, a 15-year (minimum) design life

and projected traffic loadings (ADT and percent trucks). For

residential rural streets, cu-de-sac streets, and minor local streets, the

subgrade soil classification used to estimate subgrade strength may be

based upon field observation by a qualified soils engineer. For

collector streets, thoroughfare streets and streets in commercial and

industrial projects, the subgrade soil conditions must be substantiated

by laboratory tests performed by a qualified geotechnical firm or soils

laboratory. The laboratory tests shall include moisture content,

plasticity indexes, Proctor density, and California Bearing Ration

(CBR – soaked valves). Soil samples for laboratory analysis shall be

obtained at intervals of not more than 300 feet.

Pavement designs shall be performed by a qualified professional

engineer using standard methods developed by the NCDOT,

AASHTO, The Asphalt Institute, or other similar method as may be

approved by the ENGINEER.

The final pavement thickness shall be the calculated thickness, but in

no case shall the thickness be less than that shown in the standard

street section details, or that required by the NCDOT for streets to be

maintained by the State.

Two (2) copies of the pavement design calculations with

accompanying laboratory test reports shall be submitted with the initial

design documents.

7. Additional Design Data – As may be requested.



B. Second Submittal:

The Town of Angier staff will review the initial items and will return one

(1) set of plans with notations marked in red. One (1) copy of the various

applications and calculations will also be returned to the submitter with

notations and corrected indicated. The submitter shall then make the

corrections, additions, or changes to the construction drawings, pursuant to

the initial review comments. The second submittal shall be made to the

following items:

1. Final Construction Plans – Five (5) sets.

2. “Application for Approval of Engineering Plans & Specifications for

Water Supply Systems” – NC Department of Environment and Natural

Resources – Form DENR-2136.

3. “Fast-Track Application for Gravity Sewers, Pump Stations and Force

Mains” – Provide one sealed original of Form FTA.

4. NC Department of Transportation (NCDOT) – Encroachment Forms,

Driveway Permits, etc. – Sufficient copies as required and prepared to

conform to NCDOT requirements.

5. Storm Drainage Computations – Two (2) copies of computations, if

revised after initial review.

6. Wastewater Pump Station & Force Main Computations – Two (2)

copies of computations, if revised after initial review.

The Town of Angier will review the revised plans and, if they are satisfactory, the

submitter will be requested to bring four (4) sets of prints to the Town Administrator for

approval signatures. At that time, the executed forms will also be returned to the

application or the design engineer so that the applications and the proper number of plans

may be submitted to the various state regulatory agencies.

Erosion and sedimentation control plans should be submitted directly by the owner to the

Land Quality Section of NC DENR for approval and issuance of grading permit. The

Town shall have received a copy of the “Letter of Approval” from the Land Quality

Section of NC DENR prior to the commencement of construction.

1.03 PLAN REQUIREMENTS

A. Subdivisions:

All plan submittals for subdivision construction should include the following

elements:



1. Places sealed and signed by a professional engineer registered to practice in

North Carolina. Plan size shall generally be 24” x 36”; however, for very

small projects, the sheet size may be reduced to 18” x 24”.

2. Plan/profile drawings shall be provided for all street improvements, off-street

sanitary sewers and storm sewers, water mains 12 inches and larger, sanitary

sewer force mains, and for all utility extensions. Profiles will not be required

for water mains 8 inches and smaller. All plan/profile drawings shall be

prepared at a scale of not less than: 1” = 50’ Horizontal and 1” = 5’ Vertical.

3. Boundary of the tract with all courses and distances indicated. One (1) corner

of the tract shall be tied to the NC Grid Coordinate System.

4. Vicinity Map, scale of drawings, and NC Grid North directional arrow.

5. Master Plan(s) showing all improvements and including: existing contour

elevations (2 foot intervals) and USGS datum with benchmarks indicated.

6. 100-year flood plain.

7. Owner and zoning of all properties adjoining the site.

8. Tract area, number of lots, average and minimum lot size, etc.

9. Public Streets:

a. Street width – back-to-back of curbs or EP to EP

b. Right-of-way width

c. Horizontal curve data for each curve (centerline only)

d. Vertical curve alignment

e. Distances to existing streets and intersections

f. Centerline linear footage; intersection to intersection; intersection to

radius point in cul-de-sacs

10. Wastewater Facilities:

a. Pipe material, size, length, slope, invert elevations at all manholes,

separation from other utilities

b. 100-year flood elevations and manhole top elevations



c. Special construction details – piers, boring, encasement, etc.

d. Easement widths

e. Pump station and force main calculations

f. Location of service laterals

g. Written Specifications

11. Water Distribution Facilities:

a. Pipe material, size, location and separation from other utilities

b. Valves, fittings, blow offs

c. Fire hydrant locations – conforming to minimum spacing

d. Service lateral locations

e. Special details – boring, etc.

f. Easement widths (if applicable)

g. Written Specifications

12. Storm Drainage:

a. Complete storm drainage calculations (Note special requirements to

address impact of off-site drainage, per subsection 1.02(A)(4).

b. Invert elevation and top elevations at each structure – catch basin, curb

inlet, etc.

c. Invert elevation at each inlet and outlet point – flared end section,

headwalls, etc.

d. Pipe material, length, slope, etc.

e. Exit velocity and details of velocity reduction facilities at each open

outlet.

f. Complete hydraulic calculations

g. Special details – easement widths, open channels, etc.



13. Miscellaneous Data:

a. Owner/developer: name, address and telephone number

b. Engineer: name, address and telephone number

14. Review Certification by Town of Angier:

The design engineer shall affix the following certificate to the

Cover Sheet or 1st Drawing of the Construction Drawings:

REVIEW CERTIFICATION BY TOWN OF ANGIER

This drawing has been reviewed by the Town of Angier and, to the

best of my knowledge and belief; it conforms to the requirements

established in the Standard Specifications of the Town of Angier.

By: ___________________________ Date: _________________

B. Site Plans:

All site plans submittals should include the following elements:

1. Plans sealed and signed by an engineer registered to practice in North

Carolina, where public utilities, streets and pavements designs are involved, or

where otherwise required by North Carolina General Statutes. Plans size shall

generally be 24’ x 36’, except for very small projects, in which case, the plan

size may be reduced to 18” x 24”.

2. Boundary of the tract with all courses and distances indicated. One corner of

the tract shall be tied to the NC Grid Coordinate System. Total gross area of

tract shall be indicated.

3. Vicinity map, scale of drawing, and NC Grid North directional arrow.

4. Existing and proposed contour elevations at minimum interval of 2 feet.

Elevations based on USGS Datum with benchmark indicated.

5. 100-year flood plain or alluvial soils line.

6. Owner and zoning of all properties adjoining the site.



7. Data on Adjoining Streets:

a. Street name

b. Street width, right-of-way dimensions, and pavement design

c. Existing utilities and storm drainage

d. Driveway entrances onto site and adjoining properties

8. Building Site Data:

a. Number of buildings and dwelling units in each (for residential site

plans)

b. Building “footprint” dimensions and finish ground floor elevation

c. Front, side and rear year set backs

9. Parking Data:

a. Number of parking spaces provided

b. Number of parking spaces required

c. Location and dimensions of parking areas – angle of parking, typical

width, length, aisle width, etc.

10. Storm Drainage:

a. Pipe material, size, length, slope, etc.

b. Drainage areas and run-off for each storm drain pipe

c. Invert elevation and top elevation for each structure – catch basin, curb

inlet. Invert elevations for each flared end section, headwall, etc.

d. Exit velocity and details of velocity reduction facilities at each outlet

e. Complete hydraulic calculations

f. Complete Storm Drainage Calculations (Note special requirement to

address impact of off-site drainage, per subsection 1.02(A)(4)

g. Special details and easements as required



11. Utilities:

a. Water line location and size

b. Water meter location and size; size of service branch

c. Sewer line location and size

d. Sewer service lateral – size and location

e. Water and sewer easements

f. Fire hydrant location(s)

g. Valve vault for fire sprinkler line (if applicable)

1.04 APPROVAL OF MATERIALS

Prior to beginning construction of water, sewer or storm sewer facilities, the contractor

shall submit to the Town Public Works Director (PWD) a complete list of all materials to

be used on the project, including pipe, valves, fittings, fire hydrants, and all service

accessories. The list shall include the manufacturer, model number and such other

additional information as may be requested by the PWD to determine compliance with

these Specifications.

1.05 RECORD DRAWINGS

Record drawings which reflect “as-built” conditions must be submitted prior to final

acceptance of roadway and/or public utilities to be maintained by the Town of Angier.

The record drawings must be labeled ‘RECORD DRAWINGS’ and signed by the Project

Engineer of record. The record drawings submitted to the Town of Angier shall consist

of one (1) blue line drawing and one (1) permanent, reproducible drawing – on polyester

film (mylar) sepia, 2 mil. minimum weight. All applicable information listed below shall

be included on all “As-Built” drawings:

A. Site Data:

1. Boundary of tract with all courses and distances indicated. One (1) corner of the

tract shall be tied to the NC Grid Coordinate System

2. Vicinity map, scale of drawings, and NC Grid North directional arrow

3. Master plan(s) showing all improvements and including; existing contour

elevations (2 foot intervals) and USGS datum with benchmarks indicated

4. All easements identified and dimensioned



5. Total tract acreage

6. Total number of lots and average size

B. Public Roadway System:

1. Street widths and right-of-way dimensions

2. Horizontal alignment with radii, P.C.’s and P.T.’s of all curves

3. Vertical alignment with centerline grades, vertical curve lengths, station numbers

and elevation of all PVC’s and PVT’s, and centerline profile

4. Pavement sections and typical cross sections

5. Geotextile fabric locations

C. Storm Water Drainage Systems:

1. 100-year flood limits and elevations

2. Structure top and invert elevations

3. Pipe size and typical material

4. Pipe grades and distances

5. Stormwater exit velocity and each outlet with hydraulic calculations

6. Permanent storm water impoundments with access easements

7. Include any applicable maintenance clauses from homeowner covenants

8. Storm water easements

D. Water Distribution System:

1. Pipe size and type material

2. Separation from sanitary and storm sewer system

3. Location of valves, fire hydrants, meters, blow-off assemblies, bore and jack

casings with distance locations



E. Sanity Sewer System:

1. Pipe size and type material

2. Manhole top and invert (in and out) elevations

3. Pipe grades and manhole to manhole distances

4. Clean-out locations with distance references

5. Horizontal control (at manholes)

6. Easement location and widths

7. Separation from water distribution and storm water system

8. Pump station and force main calculations

9. Force main location, size and material type

10. Pump station and associated appurtenances operation and maintenance manuals

per Angier Specifications, Section 7.00.



SECTION 2.00 – GENERAL PROVISIONS

2.01 GENERAL

All construction shall conform to the requirements and dimensions on the approved

construction plans, Town Standard Details, and the Code of the Town of Angier, or as

stated in these Specifications.

2.02 ABBREVIATIONS AND DEFINITIONS

A. Abbreviations:

AASHTO - American Association of State Highway Transportation Officials

ASTM - American Society for Testing and Materials

AWWA - American Water Works Association

NC DOT - North Carolina Department of Transportation

ANSI - American National Standard Institute

PWD - Public Works Director of the Town of Angier

B. Definitions:

Where the word “Engineer” is used in these Specifications, it shall be the Town

Engineer of Angier, The Town’s Consulting Engineer as designated by the Public

Works Director, an assistant or other representative duly authorized by the Town

Engineer or the Town’s Consulting Engineer.

Where the words “Public Works Director” (PWD) or “Inspector” is used in these

Specifications, it shall be the Public Works Director of the Town of Angier, an

assistant or other duly authorized representative of the Angier Department of Public

Works.

Where the word “Town” is used in the Specifications, it shall be the Town of Angier,

North Carolina.

Where the word “Developer” or “Contractor” is used in these Specifications, it shall

be the developer of the project, or his authorized contractor performing work on the

site. For the purpose of these Specifications, these words are to be considered

synonymous.



Where the words “Project Engineer” are used in these Specifications, they shall mean

the design engineer retained by the developer, and the person responsible for the

preparation of the final construction drawings.

2.03 EROSION AND SEDIMENTATION CONTROL

A. General Requirements:

Temporary and permanent erosion control measures shall be provided in accordance

with the erosion control plan approved by the Land Quality Section of the North

Carolina Department of Environment and Natural Resources. The approved Erosion

Control Plan shall be kept on site by the Contractor at all times that work is being

performed.

All permanent erosion control measures shall be incorporated into the work at the

earliest practicable time, and in no case shall an area remain denuded for more than

30 calendar days. Temporary erosion control measures shall be coordinated with

permanent erosion control measures and all other work on the project to ensure

economical, effective and continuous erosion control throughout the construction and

post construction period and to minimize siltation of streams, lakes, reservoirs, and

other water impoundments, ground surfaces, roadways, or other property.

B. Seeding and Mulching:

Seeding and mulching shall be carried out immediately behind construction in

accordance with the following specifications:

Shoulders, Side Ditches, Slopes (Max. 3:1)

Seeding Period

Type

Per Acre

Application Rate

Per 1000 Ft2

Aug 15 – Nov 01 Tall Fescue 120# 2.8#

Nov 01 – Mar 01 Tall Fescue and

Abruzzi Rye

120#

25#

2.8#

0.6#

Mar 01 – Apr 15 Tall Fescue 120# 2.8#

Apr 15 – Jul 30 Hulled Common

Bermudagrass

12#

0.3#

Jul 15 – Aug 15 Tall Fescue and

*Browntop Millet

*or Sorghum-Sudan

Hybrids

60#

35#

30#

1.4#

0.8#

0.7#



Slopes (3:1 to 2:1)

Seeding Period

Type

Per Acre

Application Rate

Per 1000 Ft2

Mar 01 – Jun 01 Sericea Lespedeza

(scarified) and

50# 1.2#

(Mar 01 – Apr 15) ADD Tall Fescue 60# 1.4#

(Mar 01 – Jun 01) OR ADD Weeping

Lovegrass

5#

0.1#

(Mar 01 – Jun 30) OR ADD Hulled

Common

Bermudagrass

8#

0.2#

Jun 01 – Sep 01 *Tall Fescue and

*Browntop Millet

*or Sorghum-Sudan

Hybrids

60#

35#

30#

1.4#

0.8#

0.7#

Sep 01 – Mar 01 Sericea Lespedeza

(unhulled,

unscarified)

And Tall Fescue

70#

50#

1.6#

1.2#

(Nov 01 – Mar 01) ADD Abruzzi Rye 25# 0.6#

Consult Conservation Engineer or Soil Conservation Service for additional

information concerning other alternatives for vegetation of denuded areas. The above

vegetation rates are those which do well under local condition; other seeding rate

combinations and possible

* Temporary – Reseed according to optimum season for desired permanent

vegetation. Do not allow temporary cover to grow over 12” in height before mowin,

otherwise fescue may be shaded out.

C. Seedbed Preparation:

1. Chisel compacted areas and spread topsoil 3 inches deep over adverse soil

conditions, if available.

2. Rip the entire area to 6-inch depth

3. Remove all loose rock, roots, and other obligations leaving surface reasonably

smooth and uniform.

4. Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with

soil (see below*).

5. Continue tillage until a well-pulverized, firm, reasonable uniform seedbed is

prepared 4 to 6 inches deep.



6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment

or cultipack after seeding.

7. Mulch immediately after seeding and anchor mulch.

8. Inspect all seeded areas and make necessary repairs or reseedings within the

planting season, if possible. If stand should be over 60% damaged, reestablish

following original lime, fertilizer and seeding rates.

9. Consult Conservation Inspector on maintenance treatment and fertilization after

permanent cover is established.

Apply: Agricultural Limestone – 2 tons/acres (3 tons/acre in clay soils)

Fertilizer – 1,000 lb/acre (10-10-10)

Superphosphate – 500 lb/acre – 20% analysis

Mulch – 2 tons/acre – small grain straw

Anchor – Asphalt Emulsion @ 300 gals/acre

D. Construction Entrances:

Construction vehicles shall be afforded entrances and exits separate from the

developed portions of the subdivision to preserve the integrity of paving in such

areas; entrances and exits to such developed areas shall exhibit a sign or signs bearing

the legend “NO CONSTRUCTION VEHICLES” and directing such traffic to the

appropriate entrance.

Gravel construction entrance pads shall be constructed at each point of construction

access to the site, including residential lots. The gravel pads shall be maintained in

such a manner as to prevent the deposition of mud and debris onto existing public

roadways adjacent to the site.

Gravel pads for construction sites other than single family lots shall be 50’ long. The

width shall be equal to that of the proposed street or 25’ as a minimum. Washed

stone, No. 57 or equivalents, shall be placed to a nominal depth of 12 inches for the

first 15’ and 6 inches for the remaining 35’. Gravel pads for individual single family

lots shall be 35’ long and 12’ minimum width. Washed stone shall be 6 inches thick.

Special Note: It shall be the developer’s responsibility to see that the construction

entrance pads are properly maintained so that mud is not tracked onto adjacent streets.

In the event that the gravel construction entrances are not properly maintained, or are

otherwise ineffective, the PWD may issue a Stop Work Order which shall remain

in effect until such time as the pads are restored and replenished and until any

resulting mud and debris has been removed from the adjacent streets by the

Contractor.



2.04 EARTHWORK

A. General:

Earthwork shall be defined as the removal of soil (including rock) from its natural

location and the depositing of such material into the proper fill areas as indicated on

the plan.

B. Rock Excavation – by Blasting:

1. Permit – Where rock must be removed by blasting, a written permit must first

be obtained from the Angier Code Enforcement Officer a minimum of 24 hours

before any explosive materials or blasting agents are used within the corporate

limits of the Town of Angier.

2. Hours of Blasting – Blasting for rock shall be conducted only Monday through

Friday between the hours of 7:00 AM to 6:00 PM.

C. Removal of Unstable Material:

Where unstable and/or organic material (“muck”) is encountered in trenches or in

roadways, the material shall be completely removed and replaced with suitable

material, thoroughly compacted.

D. Placement of Fill:

Fill material for roadway embankments shall be free from stones greater than 4

inches in size, construction debris, frozen, organic and/or other unstable material.

Fill material placed in roadway embankments shall be placed in lifts of 8 inches or

less, and compacted to a density of not less than 95% of maximum dry density as

measured by AASHTO Method T-99. The 95% requirement shall apply for that

portion of the roadway measured from the back of curb and extending outward on a

slope of 1 to 1, measured perpendicular to the centerline. The remaining fill shall

be compacted to a density of not less than 90% of maximum dry density as

measured by AASHTO T-99.

Attention is called to Section 3.00 for the inspection and testing requirements.

E. Compaction Tests:

During roadway construction, the PWD shall require the Developer or Contractor to

provide compaction tests to demonstrate compliance with the compaction

requirements outlines herein. Such tests may be required at any time that the PWD

believes the compaction to be less than the required density.



2.05 SAFETY

The Contractor shall provide for and maintain safety measures necessary for the

protection of all persons on the job; and shall fully comply with all laws and regulations

and building code requirements to prevent accident or injury to persons on or about the

location of the work, including all applicable provisions of OSHA regulations. The

Contractor shall protect all trees and shrubs designated to remain in the vicinity of the

operations and barricade all walk, roads, and areas to keep the public away from the

construction. All trenches, excavations, or other hazards in the vicinity of the work shall

be well barricaded, and properly lighted at night.

The Contractor shall be responsible for the entire site and the entire site and the necessary

protection as required by the Town and by laws or ordinances governing such conditions.

He shall be responsible for any damage to Town property, or that of others, by the

Contractor, his employees, subcontractors or their employees, and shall correct and/or

repair such damages to the satisfaction of the Town of Angier and/or other affected

parties. He shall be responsible for and pay for such claims against the Town.

2.06 WORK WITHIN RIGHT-OF-WAY OF STATE MAINTAINED ROADS

A. General:

No construction shall be initiated within the right-of-way of roads which are maintained

by the NC Department of Transportation (NCDOT) without the prior approval of the

NCDOT. The NCDOT approval shall be evidenced by an appropriate Encroachment

Agreement and/or Driveway Permit, as applicable.

A copy of the approved Encroachment Agreement and/or Driveway Permit shall be in the

contractor’s possession at the job site at all times that work is being performed.

The Contractor shall notify the NCDOT District Office and shall post any required

Indemnity Bond prior to beginning work in the NCDOT right-of-way.

B. Utility Construction:

The installation of public utilities within the NCDOT right-of-way shall be accomplished

in accordance with the Policies & Procedures for Accommodating Utilities on Highway

Rights-of Way, latest revision, as published by the NC Department of Transportation,

Division of Highways, where such NCDOT requirements are more stringent than those of

the Town.



C. Roadway Improvements – Pavement Widening, Curb and Gutter, and Storm

Drainage:

All improvements along existing NCDOT roadways, including pavement widening, curb

and gutter, and storm drainage improvements, shall be accomplished in strict accordance

with the Standard Specifications for Roads and Structures, latest edition, as published by

the NC Department of Transportation. The NCDOT specification shall supersede the

construction specifications of the Town.

The Contractor shall call for all inspections as required by the NCDOT District Office.

2.07 MAINTENANCE OF TRAFFIC

Existing public streets or highways shall be kept open to traffic at all times by the

Contractor unless permission to close the streets, or portions thereof, is granted by the

PWD. The Town of Angier Police Department must also be contacted by the Contractor a

minimum of 24 hours before any streets are closed or partially closed. Proper and

sufficient barricades, lights, signing and other protective devices shall be required to be

installed when deemed necessary by the Police Department of PWD.

2.08 CONCRETE

Concrete shall be only plant-mixed or transit-mixed concrete conforming to ASTM C33

for aggregates and to ASTM C94 for ready-mixed concrete. Any concrete poured that

has a slump over 4 inches as per ASTM C143, or has a batched time of more than 90

minutes, will be considered unacceptable. Concrete shall not be deposited on frozen

subgrade. Concrete shall not be poured when air temperature is falling and below 40

degrees F, and/or the predicted low temperature for the succeeding 24-hour period is less

than 32 degrees F. All concrete when placed in the forms shall have a temperature of

between 50 and 90 degrees F and shall be maintained at a temperature of not less than 50

degrees F for at least 72 hours for normal concrete and 24 hours for high-early strength

concrete, or for as much time is necessary to secure proper rate of curing and designed

compressive strength.

Concrete shall be air entrained at 5% (± 1%). Retarders and accelerators shall be used

only upon approval of the PWD.

2.09 UNDERGROUND STORAGE TANKS

No person shall install an underground storage tank within the jurisdiction of the Town of

Angier without first having obtained an underground tank installation permit from the

State. Each application for permit shall be accompanied by EPA Form 7530-1 (11-85)

per application State and Federal regulations.



The following tanks are currently exempt from these permitting requirements:

1. Farm or residential tanks of 1100 gallons or less which are used for storing motor

fuel for non-commercial purposes

2. Tanks for storage of heating oil to be used on premises where stored

3. Septic tanks

4. Flow through process tanks

5. Underground tanks which are above floor level

2.10 ELECTRICAL POWER SOURCE

A. General:

Electrical service facilities shall be designed, constructed and maintained by the local

provider, with the developer paying fees as may be prescribed. These fees may include

but are not limited to an aid-in-contribution of construction, pole relocation, and other

reasonable and customer charges.

B. Easements:

Where electrical distribution facilities are required to cross private property, the

developer shall provide easements as required by the electrical provider, or at a

minimum:

Underground Service Lines – 20 foot easement

Overhead Primary Lines – 40 foot easement

Easements shall be shown on the final plat for the project.

C. Service Connections – Special Requirements:

Electrical service connections to service pedestals or transformers shall be made in strict

accordance with the requirements of the local provider.

2.11 GREASE TRAPS


All establishments engaged in the preparation of food shall install a grease trap. The

grease trap shall be located outside the building and shall intercept all kitchen wastes,



floor drains, and can wash drains. Domestic waste from toilets and lavoratories shall not

be directed to the grease trap.

B. Design Criteria:

1. Liquid Capacity – The EPA Design Manual Formula should be used as follows:

LC = D x GL x ST x HR/2 x LF

Where: LC = liquid capacity (gallons)

D = number of seats in dining area

GL = gallons of wastewater per meal

(1.5 single service; 2.5 full service)

ST = storage capacity factor

(2.5 for on-site disposal)

HR = number of hours open

LF = loading factor = 1.25 – interstate highway

= 1.00 – other freeways

= 1.00 – recreations areas

= 0.80 – main highways

= 0.50 – other highways

2. Tank Construction and Tank Configuration – The great trap tank shall be of

precise concrete construction. The length and width ratio should not be less than

3:1 to maximize cooling.

3. Baffle Wall Opening – The baffle wall opening should extend down at least 50

percent of the liquid depth.

4. Outlet – The outlet shall consist of a sanitary tee which shall extend down to be

approximately 12 to 24 inches above the tank bottom.

2.12 DUMPSTERS – INSTALLATION REQUIREMENTS

All dumpsters shall be placed on a reinforced concrete pad conforming to the

requirements shown on the Town’s Standard Detail.



2.13 NOTIFICATION PRIOR TO BEGINNING WORK

The Developer or responsible contractor shall notify the PWD not less than 48 hours

prior to the commencement of any new construction activity. No new work shall

commence without approval of the PWD.

2.14 MATERIALS

All materials incorporated in work to be accepted by the Town of Angier for maintenance

shall be new, first quality material installed in accordance with the manufacturer’s

instructions or these Specifications, whichever, in the opinion of the PWD, is more

stringent or applicable.

It is the intent of this Specification to provide materials and construction methods of high

standard and quality; and to provide materials free from defects in workmanship and

product. Equal material not specified may be used provided documentation and samples

are furnished to the Public Works Director not less than fourteen (14) days before their

delivery to the construction site. The PWD will issue written approval or disapproval of

the alternate materials. Current Specifications and/or the latest revisions shall apply in all

cases where materials are described.

2.15 INSPECTIONS

The presence of the Engineer, Inspector, PWD or other Town employee at the work site

shall not lessen the Contractor’s responsibility for conforming to the approved

construction plans and/or specifications. Should the engineer or inspector accept

materials, or work that does not conform with the approved plans or specifications,

whether from lack of discovery or for any other reason; it shall in no way prevent later

rejection or corrections to materials or work when discovered.

The Contractor shall have no claim for losses suffered due to any necessary removals or

repairs resulting from the unsatisfactory work. Any work that has been covered without

the PWD’s approval, shall at the PWD’s request, be uncovered and be made available for

inspection at the Contractor’s expense. After regular working hours or weekend work

shall comply with the Town’s specifications and shall include only such work that does

not require continuous observations by the Town.

2.16 UTILITY EASEMENTS – SPECIAL PROVISIONS

All of-street water and sewer mains to be operated and maintained by the Town shall be

located in a public easements.

Private easements for water and sewer service lines are not permitted.



2.17 WATER FOR CONSTRUCTION

The Town of Angier does not provide free or otherwise unmetered water for use on any

construction project. Contractors or construction personnel shall not take water from

hydrants, blow-offs, water meter boxes, etc. Contractors desiring to use Town water for

construction purposes shall apply to the PWD for water service and shall pay for the

water service in accordance with the Town of Angier policies and requirements.

2.18 STREET LIGHTS

The Town of Angier will accept one street light at each intersection and one street light

near the midpoint of each block or approximately every three hundred (300) feet in the

residential area. Additional public street lighting is provided only in areas where needed

for public safety, such as major intersections, the downtown area, and in cases of clearly

defined need.

Additional lights or otherwise non-standard poles and/or fixtures shall not be installed

without the Town of Angier approval and subsequent cost reimbursement agreement

between the Town and the Developer. All Developers will be expected to provide metal

street light poles with underground service. Selected poles must be approved by the

Town PWD prior to installation.

The Developer shall pay the power cost for all street lights during the standard 1-year

warranty period for street.

2.19 GUARANTEE

The developer shall provide a guarantee on workmanship and materials for a period of

one (1) year after the date of acceptance by the Town of Angier. Any defects observed

within the one (1) year guarantee period shall be repaired and/or replaced to the Town’s

satisfaction. The guarantee shall apply to street construction, water lines and

appurtenances, sanitary sewers, storm sewers (including ditches, drainage channels, etc.),

pumping station, force mains and appurtenances.



SECTION 3.00 – STREETS

3.01 GENERAL

The latest revision of the “Standard Specifications for Roads and Structures” of the North

Carolina Department of Transportation shall apply unless otherwise specified herein.

3.02 DEFINITION OF TERMS

Whenever the following terms are used in above said specifications the intended meaning

of such terms shall be as follows:

“State” or “Commission” shall be replaced by “Town of Angier”

“Resident Engineer” shall be replaced by the words “Town Engineer”, in which context it

shall mean the duly authorized engineer, assistant, or representative acting within the

scope of the duties assigned to him or of the authority given him by the Town Manager.

“Sampling and testing by Commission” shall be replaced by the words “sampling and

testing by the Town or its authorized testing agent”.

“Inspection by Commission” shall be replaced by “inspection by Town or its duly

authorized representative”.

3.03 CONSTRUCTION

No base material shall be placed on a roadway until the storm sewer, subgrade, utilities,

and all appurtenances have been inspected by the Town or Town’s Representative, and

meet Town of Angier standard specifications.

All streets shall be improved and drainage courses or structures installed according to

Town standards. All streets shall have the full width of the right-of-way cleared and

graded within fifty (50) feet of any street intersection. Additional street grading and

clearing shall be as follows:

A. Major and minor thoroughfares, the full right-of-way width

B. Thoroughfare collector streets, the full right-of-way width

C. Minor residential and marginal access streets, the full right-of-way width on

sidewalk side (where sidewalks are required) and three and one-half (3 ½) feet

back of curb on non-sidewalk side.

Existing streets shall be protected from material being “tracked” onto it from

construction. Refer to the Town’s Standard Detail for Construction Entrance.



3.04 INSPECTION

Subgrade shall be compacted as described in Section 2.04 under Earthwork. The

subgrade shall be inspected and approved, and backfilling behind the curb shall be

completed before stone may be placed on the street. The stone shall also be inspected

and approved before the tack coat or asphalt is placed on the street.

The PWD shall receive a Procter analysis of the subgrade soils from a certified soils

laboratory before inspection of the subgrade may begin. The soils lab shall submit

sufficient Procters to allow the Engineer to determine the density of different soils used in

the street.

The PWD shall also receive a Procter analysis of the A.B.C. used and an asphalt mix

formula before either may be inspected and approved.

Upon completion of installation of the stone base, the Contractor shall provide depth

checks at locations requested by the Town, and in the presence of a representative of the

Town.

Upon completion of installation of the asphalt binder and/or surface course, core samples

shall be provided to the Town as per NCDOT sampling procedures for depth verification.

3.05 DESIGN

All new streets proposed within the ETJ of the Town shall conform to these

specifications and the North Carolina Department of Transportation “Subdivision Roads

Minimum Construction Standards”. No street will be accepted by the Town without

certification from the Developer’s Engineer that the construction was in conformance

with the NCDOT Subdivision Roads Minimum Construction Standards and with NCDOT

Standard Specifications for Roads and Structures. Additional testing and verification

beyond that required in the NCDOT Standard Specifications for Roads and Structures

may be required by the Town at the Town’s discretion, and at the Developer’s cost.

All new streets shall conform to the arrangement, width, and location on any official

plans or maps for the Town. In areas for which such plans have not been completed, the

streets shall be designed and located in proper relation to existing and proposed streets, to

the topography, to such natural features as streams and tree growth, to public

convenience and safety, and to the proposed use of land to be served by such streets.

The proposed street layout shall be made according to good land planning practice for the

type development proposed, and shall be coordinated with the street system of the

surrounding areas. The street system must provide for the continuation or appropriate

projection of principal streets in surrounding areas and provide reasonable means of

ingress and egress for surrounding acreage tracts.



Minimum street right-of-way widths shall be as shown in the thoroughfare plan for the

community and not less than the following:

Inside* Outside*

A. Major thoroughfares 90 ft. 90 ft.

B. Minor thoroughfares 80 ft. 80 ft.

C. Thoroughfare collectors 60 ft. 60 ft.

D. Minor residential streets 50 ft. 60 ft.

E. Marginal access streets 50 ft. 60 ft.

F. Loop streets 50 ft. 60 ft.

G. Cul-de-sac 40 ft. 60 fr.

* Town Limits

Where approved curbs and gutters are provided, the paving widths back to back of curbs

shall not be less than the following:

A. Major thoroughfares 65 ft.

B. Minor thoroughfares 53 ft.

C. Thoroughfare collectors 35 ft.

D. Minor residential streets 29 ft.

E. Loop streets 29 ft.

F. Cul-de-sac 29 ft.

Where streets are provided without curbs and gutters, the streets shall meet the following

minimum standards:

A. Pavement width 20 ft.

B. Shoulder width 6 ft.

C. Centerline of drainage swale to 6 ft.

edge of shoulder



D. Minimum cross slope ¾ in. per ft.

E. Minimum slope on shoulder 1 in. per ft.

F. Minimum slope on drainage swales 4 to 1

Streets shall be designed to provide minimum design horizontal curve controls and

minimum vertical curve controls as shown in the following “Streets Table 1”

Grade shall not be less than one-half of one percent on any street.

Grades approaching intersections shall not exceed five (5) percent for a distance of one

hundred (100) feet from the pavement edge of the intersecting street.

Street grades shall be established wherever practicable in such a manner as to avoid

excessive grading, the promiscuous removal of ground cover and tree growth and general

leveling of the topography.

A tangent of at least one hundred (100) feet for all streets shall be provided between

reverse curves.

Streets shall be laid out so as to intersect at 90 degree angles. Street jogs with centerline

offsets of less than one hundred twenty-five (125) feet on the collector and major streets

shall be avoided. Intersections with a major street or highway shall be at least eight

hundred (800) feet apart. Minimum back of curb radius at intersections shall be 25 feet.

Property lines at street intersections shall be rounded with a minimum radius of twenty

(20) feet. Any intersection with a major street or highway shall have drawn on the plat a

sight triangle easement with dimensions of ten (10) feet x seventy (70) feet. The ten (10)

feet dimensions will be the setback from the major street or highway and the seventy (70)

feet dimension will be along said major street or highway.

Cul-de-sac streets shall be no longer than 500 feet in residential zones, except as provided

by Town Code, and except that a maximum length of 1200 feet may be permitted where

all lots and the cul-de-sac street are greater than 100 feet wide measured along the front

property lines and lots on the turn-around of the cul-de-sac street shall have a minimum

width of 100 feet measured along the front setback line between property lines.

Regardless of the length of cul-de-sac streets there shall be no more than 26 dwelling

units served by a cul-de-sac street (including corner lots) where only one public access

point is proposed to serve the subdivision. Providing a public access stub-out to adjacent

property may constitute a multiple access and the length of the cul-de-sac streets and

number of dwelling units may be determined from the proposed street stub-out. Where

multiple cul-de-sac streets are connected to on entrance street, the maximum length to the

end of any one cul-de-sac street shall not exceed that permitted above.



Cul-de-sac streets shall be no longer than 400 feet in a non-residential zones, except as

provided by Town Code. Multiple cul-de-sac streets connected to one entrance street

shall not exceed a maximum length of 400 feet to the end of any one cul-de-sac street.

The total length of the cul-de-sac street shall be measured from the right-of-way at the

entrance to the subdivision or centerline of the street stub-out to the back radius of the

turn-around.

The turn-around o the cul-de-sac street shall have an outside road diameter of at least 80

feet and a front property line chord length of at least 100 feet when measured at the front

building setback.

Street names for all subdivision plats shall be subject to approval of the Town. New

street names shall not be duplicated or be similar to existing street names. Existing street

names shall be projected wherever possible.

These standards are considered to be minimum standards and may be increased according

to the particular use, and according to sound traffic engineering standards and principles.



S

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STREETS

TABLE 2

Super elevation tables

V=30 mph V=35 mph V=40 mph

D R e <L-feet>

2-lane

e <L-feet>

2-lane

e <L-feet>

2-lane

0o15’ 22918’ NC 0 NC 0 NC 0

0o30’ 11459’ NC 0 NC 0 NC 0

0o45’ 7639’ NC 0 NC 0 NC 0

1o00’ 5730’ NC 0 NC 100 RC 125

1o30’ 3820’ RC 100 RC 125 .020 125

2o00’ 2865’ RC 100 .020 125 .026 125

2o30’ 2292’ .020 100 .025 125 .031 125

3o00’ 1910’ .023 100 .029 125 .035 125

3o30’ 1637’ .026 100 .032 125 .038 125

4o00’ 1432’ .029 100 .035 125 .041 125

5o00’ 1146’ .034 100 .040 125 .046 125

6o00’ 955’ .038 100 .044 125 .050 125

7o00’ 819’ .041 100 .048 125 .054 125

8o00’ 716’ .043 100 .050 125 .056 125

9o00’ 637’ .046 100 .052 125 .058 125

10o00’ 573’ .048 100 .054 125 .059 125

11o00’ 521’ .050 100 .055 125 .060 130

12o00’ 477’ .052 100 .056 125 .060 130

13o00’ 441’ .053 100 .058 125 Dmax=11.5

o

14o00’ 409’ .055 100 .060 125

16o00’ 358’ .058 100 .060 125

18o00’ 318’ .059 110 Dmax=16

o

20o00’ 286’ .060 110

.060 110

Dmax=21o

D – Degree of curve Notes:

R – Radius of curve 1. Super elevation must be about the centerline of the

V – Assumed design speed street.

e – Rate of super elevation 2. The change in longitudinal grade for the profile of

L – Minimum length of runoff of spiral curve each pavement edge should be a relative slope of

NC – Normal crown section approximately 1 in 200 to the centerline, or flatter.

RC – Remove adverse crown, super elevation at 3. Length of runoff shall be per the above table,

minimum, and shall be divided up 2/3 before the

P.C. and 1/3 after the P.C.; 1/3 before the P.T. and

2/3 after the P.T.



SECTION 4.00 – CURB & GUTTER AND SIDEWALKS

4.01 GENERAL

Curb & Gutter and Sidewalks are not required under the current Subdivision Ordinance

of the Town of Angier. However, should the Developer elect to include Curb & Gutter

and/or Sidewalks, they shall meet these Town Standards.

4.02 MATERIALS

A. Concrete:

Concrete for curb and gutter, driveways, or sidewalks shall have a 28-day strength of

3000 psi when tested in accordance with ASTM C39.

B. Joint Filler:

Joint Filler shall be a non-extruding joint material conforming to ASTM D1751.

4.03 DIMENSIONS

The minimum thickness of a sidewalk shall be four (4) inches. The minimum width of a

sidewalk shall be five (5) feet or as approved by the Town. Sidewalks shall have a

uniform slope perpendicular to the curb of not less than ¼-inch per foot not greater than

½-inch per foot toward the roadway. The utility strip between the sidewalk and the back

of curb shall not be less than ½-inch per foot not greater than ¾-inch per foot toward the

roadway.

Curb & Gutter shall be standard section 24 inch C&G with an 18 inch gutter section and

a 6 inch curb, as per the Town’s Standard Detail.

4.04 CONSTRUCTION METHODS

A. Subgrade:

Subgrade shall be excavated to the required depth, and shaped to the proper cross-

section. Where tree roots are encountered, they shall be removed to a depth of 1 foot

for full width of the excavation. The subgrade shall be stable and thoroughly

compacted.

B. Forms:

Forms shall be set and maintained true to the required lines, grades and dimensions.

Forms shall be constructed with material of such strength and with such rigidity to

prevent any appreciable deflection between supports. Straight forms shall be within a

tolerance of 1/2 –inch in 10 feet from a true line horizontally or vertically. Forms



shall be thoroughly cleaned of all dirt, mortar and foreign material before being used.

All inside form surfaces shall be thoroughly coated with commercial quality form oil.

C. Grooved Contraction Joints:

Grooved Contraction Joints shall be cut to a depth equal to at least 1/3 of the total

slab thickness. The joint shall be no less that 1/8-inch in width and cut at intervals

equal to the width of the sidewalk. Formed curb and gutter contraction joint spacing

shall be 10 feet, while a 15’ spacing may be used for extruded curb and gutter.

A 1/2-inch expansion joint filled with joint filler shall be placed between all rigid

objects and placed no farther than 50 feet apart for sidewalks and formed curb and

gutter, extending the full depth of the concrete with the top of the filler 1/2-inch

below the finished surface. Expansion joint spacing may be increased to 90 feet for

extruded curb and gutter. The surface of sidewalks shall be finished to grade and

cross section with a float, troweled smooth and finished with a broom.

4.05 INSPECTION

No concrete shall be placed until the forms and subgrades have been approved by the

Town’s PWD.



SECTION 5.00 – STORM DRAINAGE

5.01 GENERAL

Based on the 10-year design storm, runoff from a site shall be calculated based on

conditions prior to development. This shall be considered the pre-development flow.

Post-development runoff shall then be calculated based on the proposed site conditions

and using the 10-year design storm. The sites storms water management system must

show that any increase in runoff due to the proposed development is retained on site such

that pre-development discharge is equal to post development discharge. A developer

may request approval of a discharge from a site which is in excess of the pre-

development flow by providing documentation that impacts downstream are negligible

and downstream systems can carry the increased flow without impacting other properties.

Should a developer pursue this option, review of downstream systems must take into

account increased flow from future development within the drainage basin.

5.02 DESIGN

Storm drainage facilities shall be designed to dispose of stormwater generated upon or

passing through the project location. The determination of the quantities of water which

must be accommodated will be based upon the peak flows from storms having the

following return periods:

A. Storm sewer collector 10 year Storm

B. Curb inlet 2 year Storm

C. Cross street drainage 25 year Storm

D. Structures in flood plain 100 year Storm

Prediction of the peak flow rates shall be a calculation using the procedure in the USDA

Soil Conservation Service Method, the Rational Method, or other acceptable calculation

procedures. The size of stormwater conduit may be determined by the Manning Formula,

Bureau of Public Roads published nomographs, or other acceptable methods. The

minimum size pipe to be used will be 18 inches.

All storm sewers shall be installed in dedicated street right-of-way or easements.

Minimum width of storm sewer easements shall be 20 feet for pipe up to and including

48 inches in diameter, and 30 feet in width for pipes larger than 48 inches. Where

multiple pipes are installed, the edges of the easement shall be a minimum of 10 feet

from the centerline of the outside pipe with a 3-foot clearance between the parallel storm

sewer pipes. As a rule, pipes shall not outfall in the front yard of a lot, but should extend

into the rear third of the lot.



Erosion and sedimentation control measures shall be so designed to provide control from

the calculated peak rates from a 10-year frequency storm. Discharge from drainage

systems shall not be of such a velocity as to cause damages after leaving the pipe. At

pipe outlets, flared end sections or headwalls, rip rap dissipater pads must be provided.

Manholes or structures shall be installed at each deflection of line or grade. No “blind”

junction boxes shall be permitted. The minimum cover shall be 2 feet from finished

subgrade to the top of pipe under roadways and 1 foot under a non-roadway area.

Stormwater shall not be allowed to flow across streets. Drainage shall be provided to

intercept flow before the radius of an intersection or design of the street shall indicate a

continuous grade around the radius to allow the flow to continue down the intersection

street. Water shall be picked up before the spreadinto the street exceeds 8 feet for curb

and gutter streets. The inlets may be spaced using a 2-year frequency storm. No catch

basins shall be installed in the radius of curves.

5.03 MATERIALS

A. Reinforced Concrete Pipe:

Reinforced Concrete Pipe shall be as per ASTM C76, Table III or Table IV with a

minimum 18-inch inside diameter as furnished by NC Products or Adams Concrete

Pipe Company. Joints shall be wiped with mortar or sealed with a plastic cement

putty meeting Federal Specification SS-S-00210 such as “Ram-Nek”.

B. Corrugated Steel Pipe or Pipe-Arch:

Corrugated Steel Pipe or Pipe-Arch shall have a minimum 15-inch nominal diameter

or equivalent pipe arch size of 17 x 13 inches and conform to AASHTO M36 with

pipe ends having no less than 2 round corrugations on each end. Bands for

connecting pipes shall be corrugated with a minimum of 2 corrugations for each pipe.

Pipe shall be fully bituminous coated in accordance with the requirements of

AASHTO M190, or pipe may be aluminized steel Type 2 conforming to AASHTO

M274.

C. Corrugated Polyethylene Tubing

Corrugated polyethylene tubing culvert pipe as approved by the North Carolina

Department of Transportation and meeting the requirements of AASHTO M-252 and

M-294 will be allowed.



D. Manholes, Inlets, Junction Boxes, Catch Basins, etc.:

Manholes, Inlets, Junction Boxes, Catch Basins, etc. shall be block or precast

concrete.

1. Concrete block or brick shall be solid and uniform to ASTM C139 as to

design and manufacture. The block or brick shall be embedded in a mortar

bed to form a ½ inch mortar joint.

2. Precast Concrete Manholes shall meet ASTM C478 as to design and

manufacture as furnished by NC Products, D & M Concrete or Tindall. All

storm sewer pipe greater than 15 inches shall utilize 5 foot diameter manholes.

The standard manhole joint shall be sealed with a plastic cement putty

meeting Federal Specification SS-S-00210, such as “Ram-Nek” or a butyl

rubber sealant.

3. Manhole rings and covers shall be cast iron meeting to requirements of ASTM

A48, Class 30 with “Storm Sewer” stamped on the cover, as manufactured by

Dewey Brothers (MH-RCR-2001) or Southern Foundry. The casting shall be

machined to give an even and continuous bearing on the full length of the

frame. Casting that rattle under traffic loads shall be replaced at no cost to the

Town. All manholes in roadways shall be encased in a 3000 psi concrete

collar 38” x 6” placed beneath the asphalt. Manhole covers shall be flush with

the top of the pavement.

4. Manhole steps shall be of composite plastic as manufactured by Oliver Tire

and Rubber, M.A. Industries or approved equal. Steps shall be placed at 16

inches O.C. for the full depth in all structures when they are greater than 5 feet

in depth.

5. Open throat catch basin casting (CB-SO-1 with a 5-foot opening) shall only be

used in streets for storm drainage. Grate and frames (CHBN-3A with a 2-foot

square opening) or concrete slab yard inlets may be used outside of the street.

Case iron casting shall meet the requirements of ASTM A48, Class 30, as

manufactured by Dewey Brothers or Southern Foundry.



5.04 CONSTRUCTION

NOTIFY THE TOWN BEFORE BEGINNING CONSTRUCTION

All storm sewers shall be laid to provide a “true line” between manholes or structures. A

manhole or structure shall be installed at each deflection of line and/or grade change.



SECTION 6.00 – WATER DISTRIBUTION

6.01 DESIGN:

A. Location:

All mains shall be within dedicated street right-of-way or easements, for public water

mains. Construction easements shall be as required and permanent easements shall

be no less than 20 feet. Water mains and appurtenances which are installed under

non-dedicated streets or parking areas shall be private. Water mains and

appurtenances under public streets or in public easements or right-of-ways must be

public mains. No water mains shall be installed under private paved areas, or

privately maintained areas unless they are private mains.

Water mains shall be laid at least 10 feet laterally from existing or proposed sewers

unless the elevation of the bottom of the water main is at least 18 inches above the top

of the sewer with a horizontal separation of at least 3 feet.

Where a water main and a sanitary sewer cross, and the vertical separation is less than

18 inches, or the water line passes under the sewer, both the water main and the sewer

shall be ductile iron pipe equivalent to water main standards for a distance of 10 feet

on each side at the point of crossing. The water line pipe section shall be centered at

the point of crossing. In no instance shall there be less than 12” clearance between

water mains and sanitary or storm sewer mains.

B. Size:

Major transmission lines shall be as sized on the Master Water Plan for the Town of

Angier.

In residential districts, mains shall be a minimum of six and eight-inch. Six-inch shall

be used only where it competes a good gridiron, but in no case in blocks of more than

600 feet in length. Maximum length of six-inch and eight-inch lines without

connection to a larger feeder main are 1200 feet and 2000 feet, respectively. Within

residential cul-de-sacs, 400 feet and less in length, a 6-inch water main is permissible.

If the cul-de-sac is serving a multi-family development, then a 8-inch mains is

required.

In all zonings other than residential, mains shall be a minimum of 8-inch and 12-inch;

8-inch being used only when it completes a good gridiron and the maximum length of

8-inch lines without connection to a larger feeder main is 1200 feet.

Water mains, of proper size, shall be installed complete, along all boundaries abutting

existing public roadways, from property line to property line regardless of the

proposed lot arrangement of the subdivision property. Within all dead-end streets



that may be extended, the water main must extend to the property line of the

subdivision.

Private water systems which are to be served by a well or wells will not be accepted

into the Town’s water distribution system. Should the private system eventually

request to abandon the well(s), the Town will only accept the distribution system if

verification can be provided that all components of the system meet the current Town

Standards.

Private distribution systems which are to be served by the Town water system shall be

built to the applicable State Plumbing Code and Division of Environmental Health

Standards, except that materials, installation and hydrant spacing must conform to

Town of Angier Standards.

Where mains are to be installed to a dead-end for future extension, at least one 18-

foot joint of pipe shall be designed with a thrust collar in accordance with the Town

Standard Detail for collars. Dead end mains shall be designed with a blow-off in

accordance with Town Standards for blow-off assemblies. Dead-ends are for

locations of potential future expansion only. All developments shall be required to

loop the water line distribution system within the proposed development. Exceptions

for “short”cul-de-sacs will be at the discretion of the Town only.

C. Fire Hydrants:

All fire hydrants shall be installed on not less than a 6-inch main line. There shall be

at least one fire hydrant at each street intersection in residential districts. The

maximum distance between fire hydrants in these districts, measured along public

street centerlines, and/or other private travel ways shall not exceed 500 feet. In

addition to the spacing requirements, the centroid of all individual residential lots

shall be within 500 feet of a fire hydrant. On multi-family housing projects, all parts

of the building shall be within 300 feet of a fire hydrant.

In all business, commercial, office and institutional, shopping center, multi-family,

mobile homes, and industrial districts there shall be at least one fire hydrant at each

intersection. The maximum distance between fire hydrants in these districts,

measuring along public street centerlines, and/or other private travel ways shall be

300 feet.

The minimum flow from an installed fire hydrant flowing through a 2-1/2” hose

nozzle shall be 500 gpm with a 20 psi residual during average daily flow conditions.

On major thoroughfares, fire hydrants shall be alternately spaced on opposite sides of

the road.

On non-curb and gutter street sections, hydrants shall be set 1-foot inside of the right-

of-way line, unless otherwise directed by the Town.



D. Valves:

Valves shall be installed on all branches from feeder mains and hydrants according to

the following schedule:

3 valves at crosses

2 valves at tees

1 valve at hydrant branch

Main line valves on straight runs between street intersections shall be spaced at

intervals no greater than 100 feet per diameter inch of main up to a distance of 1000

feet between valves.

All valves shall be field located after installation and tied to existing features such as

fire hydrants and/or manhole tops as a part of the record drawing process.

6.02 WATER DISTRIBUTION PIPE

A. PVC Pipe:

The pipe shall meet the requirements of ASTM D 2241 with a dimension ratio of 21.

The PVC compound shall have a minimum cell classification of 12454-B per ASTM

D 1784. The pipe shall meet the National Sanitation Foundation Standard No. 14 and

bear the NSF seal. The pipe shall be used only in straight segments of the water line.

The joints shall be the push-on-joint with an elastomeric seal meeting the

requirements of ASTM D 3139. Refer to Section 02660, 2.01 B for the joints as

fittings.

PVC water lines must bear National Sanitation Foundation logo. PVC pipe will

require saddles for service taps and the installation of a detector tape placed a

maximum of 2 feet below the covering surface. The detector tape shall be a 3-inch

wide tape as manufactured by Allen.

B. Ductile Iron Pipe:

Ductile Iron Pipe shall be designed at per ANSI.50 for a working pressure of 150 psi,

laying condition B. Pipe shall be minimum Class 50, and manufactured as per

AWWA C141 in 18-foot lengths.

Pipe joints shall be of the push-on type as per AWWA C151, Paragraph 51-2.6. Pipe

lining shall be cement mortar with a seal coat of bituminous material, all in

accordance with AWWA C104.



6.03 HYDRANTS, VALVES AND WATERLINE APPURTENANCES

A. Hydrants:

Hydrants shall conform to AWWA C502 with a working pressure of 150 psi and a

minimum valve opening of 4-1/2 inches. Hydrants shall be furnished with a 4-1/2

inch steamer and double 2-1/2 inch hose connections with caps and chains, National

Standard Threads, mechanical joint, 1-1/2 inch pentagon operating nut, open left,

painted “fire hydrant: red, bronze to bronze seating, a minimum 3-1/2 foot bury depth

with a break-away ground line flange and break-away rod coupling. The hydrant

bonnet will be designed with a sealed oil or grease reservoir with “O” ring seals and a

Teflon thrust bearing, as furnished by Mueller “Super Centurion” or American Valve

and Hydrant Mark-73.

Hydrants shall be set plumb, properly located with the pumper nozzle facing the

closest curb. The back of the hydrant opposite the pipe connection shall be firmly

blocked against the vertical face of the trench with 1/3 cubic yard of concrete.

Double bridle rods and collards shall be connected from the tee to the hydrant. Rods

shall not be less than 5/8-inch diameter stock and coated with bituminous paint. Grip

Ring, MegaLug or other approved restraining devices may be used in lieu of blocking

and tie rods upon approval of the fitting and the proposed locations for use, by the

Town’s Public Works Director.

A minimum of 8 cubic feet of stone shall be placed around the drains. The backfill

around the hydrants shall be thoroughly compacted. Hydrants shall receive one finish

coat of paint (Town of Angier Standard) after installation is complete. The Town will

provide the paint type upon request.

B. Gate Valves:

Gate valves greater than 2-inches shall meet all requirements of AWWA C500 for a

working pressure of 150 psi. All shall be mechanical joint (except for use on flow-off

assemblies or backflow preventers) with iron body, bronze mounting double disc

parallel seat type with a non-rising stem and open left with a double “O” ring seal, as

furnished by Mueller, American Valve and Hydrant or Clow. THE TOWN DOES

NOT ACCEPT WEDGE VALVES FOR WATER SERVICE. Concrete collards are

required around all valve boxes in street or street shoulder locations.

C. Butterfly Valves:

Butterfly valves shall be installed for water lines 12 inches or greater. All shall meet

the requirements of AWWA C504 with mechanical joints, 2-inch operating nut and

open left. Furnish valve and operator to conform to Table 1 Torques per AWWA

C504. Valves shall be as furnished by American Valve and Hydrant, Clow or

Mueller.



1. Valves:

Valves shall be properly located, operable and at the correct elevation. The

valve box shall be centered over the wrench nut and seated on compacted

backfill without touching the valve assembly. All valve boxes in roadways

shall be encased in a 2’ x 2’ x 6” pad of 3000 psi concrete beneath the asphalt

with the cover flush with the top of the pavements. Furnish extension stem as

required to place operating nut 3 feet below ground surface.

2. Valve Boxes:

All valve boxes shall be cast iron of the screw or telescopic type, with a 5-inch

opening with “water” cast in the cover.

D. Pipe Repair Clamps:

Pipe repair clamps shall be stainless steel with a full circle gridded gasket as

manufactured by Mueller (500), Ford (SS1), or other approved equivalent.

1. Pipe Couplings:

Pipe couplings shall be cast sleeves as manufactured by Mueller or Rockwell,

or other approved equivalent.

E. Tapping Sleeves:

Tapping sleeves shall be two-piece split stainless steel sleeves. The sleeves shall be

mechanical joint to the main line and flanged to the tapping valve.

F. Tapping Saddles:

Tapping saddles may be used on mains 6 inches and larger. Saddles shall be made of

ductile iron providing a factor of safety of 2.5 with a working pressure of 250 psi.

Saddles shall be equipped with an AWWA C110 flange connection on the branch.

Sealing gaskets shall be “O” ring type, high quality molded rubber having

approximate 70 durometer hardness, placed into a groove on the curved surface of the

saddles. Straps shall be alloy steel. Saddles shall be as manufactured by American

Valve and Hydrant.



6.04 BLOW-OFF ASSEMBLIES

The assembly shall be constructed as shown on Town Standard Drawing for Blow-off

Assemblies. The gate valves shall meet all requirements of AWWA C500 and shall have

a non-riding stem, 2-inch operating nut, “O” ring seals and screwed ends, as furnished by

Mueller or American Valve and Hydrant.

6.05 WATER PIPE FITTINGS

Pipe fittings shall be compact or ductile iron mechanical joint fittings designed and

manufactured as per AWWA C153 and rated at a working pressure of 350 psi. Fittings

shall be lines with cement mortar with a seal coat of bituminous material, all in

accordance with AWWA C104.

A. Reaction Blocking:

Reaction Blocking for all fittings of components subject to hydrostatic thrust shall be

securely anchored by the use of concrete thrust blocks poured in place. The reaction

areas are shown in Town Standard Drawing for Reaction Blocking. Wrap fittings in

6-mil plastic before pouring blocking concrete. Material for reaction blocking shall

be 3000 psi concrete.

6.06 SERVICES

Water services shall be extended from the main to a meter box located within the right-

of-way. The meter shall be placed at the edge of the serviced lot’s right-of-way line or

easement. Service line shall be run on a true line from the water main to the meter box

and, where possible, service line shall be perpendicular to the main line. No water meter

boxes or vaults shall be placed in streets, sidewalks, parking areas or driveways.

Individual water services shall be provided from the main to each water meter for single

family residences. Meter box clusters shall be allowed for multi-family units only.

The installation of the tap, service line, and meter box and yoke shall be the responsibility

of the Developer or the property owner. The Developer shall be responsible for locating

the meter box at the right-of-way line in front of the property to be served. Residential

service meters will be furnished and installed by Town forces. Non-residential service

meters shall be furnished and installed by the Developer or the property owner.

Relocation of existing taps shall be at the Owner’s expense and shall be outside of new or

proposed driveways.



A. Corporation Stops:

Corporation Stops shall be brass, complete with a flared or compression coupling and

AWWA Standard threads as per AWWA C800, as furnished by Mueller (H-15000),

Ford (F600), McDonald (4701,4701-T) or Hays (5200). Taps shall be located at

10:00 or 2:00 (o’clock) on the circumference of the pipe. Service taps shall be

staggered at least 12 inches apart and not in a straight line.

No burned taps will be allowed and each corporation stop will be wrapped with

Teflon tape for ductile iron pipe water mains.

B. Service Saddles:

Service saddles shall be used on all water mains. Saddles shall be bronze body (83-5-

5 waterworks brass) and double strap with silicon bronze nuts conforming to ASTM

A98 and factory installed grade 60 rubber gaskets, as manufactured by Rockwell

(323), Mueller (H-16000 series) or Clow (3408).

C. Copper Service Tubing:

Copper Service Tubing shall be type K soft copper tubing as per ASTM B88. No

unions shall be used in the installation of the service connection. Polyvinyl tubing

may be allowed upon approval by the Town’s PWD.

D. Meter Boxes:

Meter Boxes for ¾-inch services shall be cast iron Dewey Brothers MBX-1 Type “A”

or equal. Meter yoke assembly shall be Ford VHH-172-7, Mueller H-14-4-2-A, with

integral spring-loaded dual check valve, or equal. Plastic meter boxes with cast iron

lids will be accepted outside of traffic areas. A ¾” ball valve shall be provided on

the “home” side of the meter box.

E. Meters:

All residential meters shall be manufactured by Neptune unless otherwise approved

by the Town’s PWD.

6.07 INSTALLATION

A. Trench:

The Trench shall be excavated to the proper depth to permit installation of the pipe

along the lines and grades shown on the construction drawings. Minimum trench

width at the top of the pipe shall be at least 18 inches greater than the outside

diameter of the pipe. Where excavation is in rock, the rock shall be removed to a



depth of at least 6 inches below grade and shall be backfilled with suitable material.

We t trenches shall be stabilized with a #78 stone or with a base layer of #57 stone.

Shoring or bracing of pits, trenches and other excavations shall be in accordance with

the requirements of the North Carolina Department of Transportation and the Federal

Occupational Safety and Health Act.

B. Pipe:

All Pipe shall be laid to its manufacturer’s recommendations. The subgrade at the

bottom of the trench shall be shaped to secure uniform support throughout the length

of the pipe. A space shall be excavated under the bell of each pipe to provide space

to relieve bearing pressure on the bell and to provide room o adequately make the

joint.

Open ends of pipe shall be plugged with a standard plug or cap at all times with pipe-

laying is not in progress. Trench water shall not be permitted to enter pipe.

C. Backfill Material:

Backfill Material shall be free from stones greater than 4 inches in diameter,

construction material debris, frozen material, organic matter or unstable material.

Under roadways and extending at a slope of 1 to 1 beyond the back of curb measured

perpendicular from centerline, compact to a density of no less than 95 percent

maximum dry density as measured by AASHTO Method T99. Backfill material shall

be placed in lifts of 8 inches or less of the uncompacted soil. Other fill material shall

be compacted to a density of no less than 90 percent of the maximum dry density as

measured by AASHTO Method T99.

All trenches shall be properly backfilled at the end of each working day.

6.08 HYDROSTATIC TESTS

No valve in the existing Town of Angier water system shall be operated without giving a

minimum of 4 hours notice to the Public Works Department.

Hydrostatic tests for a section of line to be tested shall be slowly filled with water at a

rate which will allow complete evacuation of air from the line.



The line shall be tested to a pressure of 200 psi as measured at the lowest elevation of the

line for duration of 2 hours. The pressure gauge used in the hydrostatic test shall be

calibrated in increments of 10 psi or less. At the end of the test period, the leakage shall

be measure with an accurate water meter.

Pipe Size Allowable Leakage (gal) per 1000 Feet of Pipe:

Inches Gallons

4 0.64

6 0.94

8 1.26

12 1.90

16 2.52

20 3.16

24 3.78

All visible leaks are to be repaired regardless of the amount of leakage.

6.09 CHLORINATION

All additions or replacements to the water systems shall be chlorinated before being

placed in service.

Chlorination of a completed line shall be carried out in the following manner:

A. Taps will be made at the control valve at the upstream end of the line and at all

extremities of the line including valves.

B. A solution of water containing high test hypochlorite (65% available chlorine) shall

be introduced into the line by regulated pumping at the control valve tap. The

solution shall be of such a concentration that the line shall have a uniform

concentration of 50 PPM total chlorine immediately after chlorination. The chart

below shows the required quantity of 65% granular hypochlorite compound to be

contained in solution in each 1000 feet section of line to produce the desired

concentration of 50 PPM.

Pipe Size

Pounds High Test Hypochlorite

(65% per 1000 Feet of Line

6” .095

8” 1.68

10” 2.61

12” 3.77

14” 5.13

16” 6.70

20” 10.51

24” 15.10



The solution shall remain in lines for 24 hours. Extreme care will be exercised at

all times to prevent the HTH solution from entering existing mains.

The Town of Angier PWD much be present to witness both the chlorination

procedure and the sampling provided after flushing of the lines.

6.10 BACTERIALOGICAL SAMPLING

Flushing of lines may proceed after 24 hours. Flushing shall be continued until an

orthotolidine check show that the lines contain only the normal chlorine residual.

Samples for bacteriological analysis shall be collected by the Contractor 24 hours after

flushing is completed.

If test results are unsatisfactory, the Contractor shall immediately rechlorinate lines and

proceed with such measures as are necessary to secure properly disinfected lines.

6.11 ADDITIONAL TESTING AND INSPECTION

NOTIFY THE TOWN BEFORE BEGINNING CONSTRUCTION

All materials used on the project must have a preliminary inspection by the PWD before

materials are used for construction purposes. Rejection of material not meeting

specifications will be ordered by the PWD, and such materials shall be immediately

removed from the job.

The Contractor shall furnish all materials, labor, and equipment to perform all testing to

the satisfaction of the PWD. Fees for water sample testing shall be paid by Contractor.

Water for testing purposes will be provided by the Town of Angier.

6.12 BORING AND JACKING

A. Casing Pipe:

Casing pipe shall be steel pipe with a minimum wall thickness of 0.313 inches. The

pipe shall meet the requirements of ASTM A283, grade B with welded joints and a

coal tar enamel coating, as per AWWA C203. The minimum size of casing required

is as follows:



Charter Pipe Size

(inches)

Casing Pipe

(inches)

4 12

6 14

8 18

10 20

12 24

14 26

16 28

B. Carrier Pipe:

All carrier pipes shall be slip joint ductile iron pipe. Skids shall be used to prevent

damage to the bells. They shall be thick enough to allow for clearance between the

bells and casing bottom. No blocks or spacers shall be wedged between the pipe and

the top of the casing.

In the event that an obstruction is encountered during the dry boring operation, the

casing shall be inspected by the Engineer and determined if it may be removed or left

in place. The void shall in both cases be completely filled with grout at 25 psi

pressure before moving to another boring site.

6.13 BACKFLOW PREVENTION

A Town approved double check valve device shall be installed by the Developer or the

property owner on privately owned and maintained fire lines, private distribution

systems, all non-residential domestic water service lines where “process water: is not

involved. (Processed water is defined as water to which chemicals are added by the user

to reduce the potential of freezing, pipe corrosions, etc.) These installations shall be

classified as moderate hazard installations. On fire lines, the minimum standard is a

double detector check valve. All double check valve type backflow preventers shall have

test cocks installed.

All backflow preventers except 3/4” dual check valves shall have a shutoff valve installed

upstream and downstream of the device. Shut-off valves for 3/4" through 2” devices

shall be resilient seated 1/4 turn ball valves. These ball valves must have an adjustable

stem gland with bottom loaded blow-out proof stem and the ball is to b chrome plated

with Teflon seats. The valve body should be rated at 400 psig (WOG) and shall be the

full port design. All backflow prevention devices 2-1/2” or larger shall have a factory

installed gate valve on the inlet and outlet end. The gate valve for fire lines must be

OS&Y type, but either OS&Y or non-rising stem is acceptable for other type

installations.

A Town approved Reduced Pressure Zone type (RPZ) backflow preventer shall be

installed by the Developer or the property owner on any fire line, private distribution

system, or domestic service line which is connected to any “processed water” source, or



any other installation which in the opinion of the Town Engineer is a high hazard

installation. These installations shall be classified as high hazard installations. This RPZ

device shall include a factory installed gate valve on the inlet and outlet, and the RPZ unit

shall meet University of Southern California standards, as well as Town standards, and

AWWA C506.

Double check valves, and double detector check valves may be placed in below ground

vaults that are provided with positive drainage. Double detector check valves on fire

lines may be placed inside the served building, just after the service enters the building,

provided there are not sprinkler heads, hydrants, branches, or other discharge points prior

to the backflow preventer.

Reduced Pressure Zone (RPZ) backflow preventers must be installed above ground with

a 12-inch minimum ground clearance, or just after the service enters the building. These

above ground enclosures must be provide with adequate drainage, and with frost

protection.

The following devices are approved for use by the Town for the size services indicted:

Non-Residential:

Double Check Febco 865 3/4" – 1”

Moderate Hazard Febco 805 Y 3/4” – 10”

Watts 007 3/4” – 1”

Watts 709 3/4" – 10”

Wilkins 550/550M 3/4" – 10”

Ames DC 4” – 10”

Hersey FDC/HDC 3/4" – 2”

Hersey 2 2 1/2” – 10”

Mueller H9505 4” – 10”

Rainbird DCA-R 3/4" – 10”

Reduced Pressure Zone Febco 845 3/4" – 1”

High Hazard Febco 825/825Y 3/4” – 10”

Watts 009 3/4” – 1”

Watts 909 3/4" – 10”

Wilkins 575/575M 3/4" – 10”

Ames RP 4” – 10”

Hersey FRPII 3/4" – 2”

Hersey 6CM 2 1/2” – 10”

Mueller H9506 4” – 10”

Rainbird RPA-R 3/4" – 10”



SECTION 7.00 – SANITARY SEWER

7.01 DESIGN

A. Location:

All public sanitary sewer mains shall be installed in dedicated street right-of-ways or

in dedicated sanitary sewer easements. When sanitary sewer mains are located in

street right-of-ways, they shall be located in the center of the pavement where

practical. Minimum widths of permanent sanitary sewer easements, for public sewer

mains, are:

8” and 10” Main - 20 feet wide

12” and 15” Main - 30 feet wide

18” or greater Main - 40 feet wide

All sanitary sewer construction shall have not less than a 40-foot easement during

construction. Sanitary sewer mains shall not be installed under any part of

impoundments.

Sanitary sewer mains which serve only sub-basins of less than 50 acres, and the total

sub-basin is located on one tract of land, which is under the sole ownership of the

Developer may be designed as private collection systems. No private collections line

or appurtenance may be installed under a public street or easement. No public sewer

main or appurtenance may be installed under a private paved area or privately

maintained areas. Private sewer collection systems shall be designed and constructed

in accordance with the applicable State Plumbing code and Division of

Environmental management requirements, except that materials and installation

details must conform to Town of Angier Standards. The Developer must provide a

manhole at the connection to the public sewer.

B. Size:

Gravity sewer mains shall be sized as shown on the Town Master Plan. If the

proposed line does not appear on the Master Line, it shall be designed to serve the

total natural drainage basin at the maximum build-out density allowed by the Town

Land Use Plan. Total off-site drainage areas in acres by land use category must be

shown on the plans. An 8-inch main shall be the minimum size permitted.

Sewer size design shall be to half full or 50% capacity for the maximum depth of

flow for all grades.

New sewer systems to serve residential development shall be designed on the basis of

an average daily flow of sewage of not less than 120 gallons per day per bedroom, but

not less than 300 gallons per day per residence, unless in the opinion of the Town

special circumstances exist.



The ratio of peak to average daily flow shall be 3:1.

The minimum size of gravity sanitary sewer line shall be 8 inches. The minimum

grade for sanitary sewers shall be as follows:

Sewer Size (inches) Minimum Slope (ft./100 ft)

8 0.50

10 0.31

12 0.24

14 0.22

15 0.17

16 0.16

18 0.13

21 0.11

24 0.088

27 0.08

30 0.07

The maximum grade for sanitary sewers is 10% or a limiting velocity of 15 FPS,

whichever provides the lower velocity.

C. Manholes:

Manholes shall be spaced a maximum distance of 400 feet apart.

Manholes shall be installed at each deflection of line and/or grade with a minimum

drop of 0.2 feet. Manholes for sewers greater than 21 inches in diameter shall be 5-

foot manholes. Manhole tops shall be set flush with pavement where installed in a

street. Manhole tops shall be a minimum of 12” above finished grade where installed

in a cross-country easement. Manhole tops shall be elevated above the 100-year

flood plain elevation or shall be equipped with watertight frames and covers. 100-

year flood elevations shall be shown on the drawings. Manholes with watertight tops

shall be vented in accordance with Town’s Standard Detail.

Manholes located within 100-year flood plain or in areas of high ground water shall

be water proofed.

D. Details:

Depths of mains shall be great enough to serve adjoining property, allowing for

sufficient grade in the service line. All sanitary sewer mains shall be installed with a

minimum cover of 3 feet measured from the finish subgrade to the top of the pipe.

Sanitary sewer connections 6 inches and larger shall be made in manholes. No free

drops at manholes shall exceed 30 inches, unless an outside drop is constructed.



Proposed sewers paralleling a creek shall be designed to a proper depth to allow

lateral connections, such that all creek crossing will be below the stream bottom

elevation. The top of the sewer pipe should be at least 1 foot below the stream bed

elevation. Ductile Iron Pipe is required for all stream crossings. The centerline of a

main paralleling a creek shall be a minimum of 25 feet from the top of the closest

creek bank.

For sewer mains excavated 14 feet or more, special bedding details will be required.

These details must be provided to and approved by the Town Engineer prior to

installation. Ductile Iron Pipe shall be used for all depths exceeding 12 feet at all

locations and for depth of cover less than 5 feet in diameter for depths greater than 12

feet.

There shall be a 10-foot horizontal separation between parallel gravity and/or force

mains.

Individually owned structures shall require at least one sewer tap. Cleanouts for

sewer services shall be spaced as required by the current edition of the NC Plumbing

Code.

Multiple service connections are to be for private use only and will not be maintained

by the Town of Angier. A cleanout or manhole shall be installed at the edge of the

serviced lot’s right-of-way line or easement for the Town’s use. The Town is not

responsible for sewer services from the right-of-way to the house.

Depths of force mains shall be installed with a minimum cover or three (3) feet

measured from the finish subgrade to the top of the pipe.

Air relief valves should be used at all high points of any force main.

Boring and jacking shall be in accordance with the requirements of Section 6.12 of

these Standards.

Sewer line easements shall be graded smooth, free from rocks, boulders, roots,

stumps and other debris, and seeded and mulched upon the completion of

construction. No debris shall be buried on sewer line easements or right-of-ways.

The downstream manhole(s) o a sanitary sewer line extension under construction

shall be plugged to prevent the passage of groundwater, runoff and sediment into the

sanitary sewer system. All water upstream of the plug shall be pumped out of the

sanitary sewer line and all sediment and solids shall be removed and properly

disposed of by the Contractor. The plug shall not be removed until the line has been

inspected by the Town to insure that all possible points of inflow or infiltration have

been secured.



7.02 GRAVITY SEWER MAIN MATERIAL

Each length of pipe to be used shall have plainly and permanently marked thereon the

following information, as well as any additional information specifically noted in the

sections below:

1. Pipe class or strength designation

2. Manufacturer’s name or trademark

3. Nominal pipe size

A. Ductile Iron Pipe:

Ductile Iron Pipe shall be designed as per ANSI A21.50 for a working pressure of

150 psi, laying condition B. Pipe shall be manufactured as per AWWA C141 in 18-

foot minimum lengths. Pipe shall be minimum Class 50.

Pipe joints shall be of the push-on type as per AWWA C151. Pipe lining shall be

cement mortar with a seal coat of bituminous material, all in accordance with

AWWA C104.

B. Polyvinyl Chloride (PVC) Pipe:

Polyvinyl Chloride (PVC) Pipe shall be made of PVC plastic having a cell

classification of 12454-B, 12454-C or 13364-B (with minimum tensile modulus of

500,000 psi) as defined in Specifications D1784. PVC pipe shall have integral wall

bell and spigot joints for the conveyance of domestic sewage. Fittings shall be made

of PVC plastic having a cell classification of 12454-B, 12454-C or 13364-B as

defined in Specifications D1784. Fittings must be manufactured by pipe supplier or

approved equal, and have bell and/or spigot configurations compatible with that of

the pipe. Compounds with superior properties are also acceptable.

All pipe less than 18 inches in diameter shall have a maximum Standard Dimension

Ratio (SDR) of 35. Where laying conditions so warrant, and in accordance with

manufacturer’s recommendations, lower SDR values (stronger pipe) may be

required.

PVC pipe 18 inches in diameter and larger must be spiral wound as defined in

ASTM F794, Series 46. Pipe strength shall be equal to or exceed that required for

pipe less than 18 inches in size. Pipe manufactured as Ultra Rib Pipe may be used

on lines requiring no service taps as approved by the Town Engineer.

Installation shall consist of either Class I and Class II bedding material (as defined

hereinafter), placed 6 inches below the pipe barrel and continuing to a minimum of 6

inches above the pipe, as per ASTM D2321. In addition, the installation of PVC



pipe shall satisfy the flexible pipe requirements as outlines hereinafter. Bedding

requirements are as shown in the Town’s Standard Details.

C. PVC Composite (Truss) Pipe:

PVC thermoplastic material shall be a rigid PVC plastic conforming to ASTM

D1784 for a minimum cell class of 1245B. The Portland Cement pearlite concrete

or other insert filler material shall be as described in Section 6.3 of ASTM D2380.

PVC truss pipe connections shall be solvent welded, with the cement to comply with

ASTM D2564. Pipe test specimens shall meet all the manufacturing requirements

established in ASTM D2680.

All recommendations of the manufacturer shall be followed in shipping, handling,

laying, joining, and backfilling of the pipe, and the pipe shall be installed in full and

complete compliance with recommended practice D2321. In addition, the

installation of PVC Composite Pipe shall satisfy the semi-rigid pipe requirements as

outlined hereinafter.

7.03 SEWER FORCE MAIN MATERIALS

A. Ductile Iron Pipe:

Ductile Iron Pipe shall be designed as per ANSI A21.50 for a working pressure of

150 psi, laying condition B. Pipe shall be manufactured as per AWWA C141 in 18-

foot lengths. Pipe shall be minimum Class 50.

Pipe joints shall be of the push-on type as per AWWA C151. Pipe lining shall be

cement mortar with a seal coat of bituminous material, all in accordance with AWWA

C104.

B. PVC Pipe:

PVC Pipe shall meet the requirements of AWWA C900. Pipe shall be Class 150,

SDR 18, integral bell with strength equal to the pipe wall, cast iron O.D., 20-foot

length, with a solid elastomeric ring. PVC pipe will require the installation of a

detector date placed a maximum of 2 feet below the covering surface. The detector

tape shall be a 3-inch wide tape as manufactured by Allen.

Pipe fittings shall be compact or ductile iron mechanical joint fittings designed and

manufactured as per AWWA C153 and rated at a working pressure of 350 psi.

Fittings shall be lines with cement mortar with a seal coat of bituminous material, all

in accordance with AWWA C104.



C. Reaction Blocking:

Reaction Blocking for all fittings of components subject to hydrostatic thrust shall be

securely anchored by the use of concrete thrust blocks poured in place. The reaction

areas are shown in Town Standard Detail for Reaction Blocking. Wrap fittings in 6

mil. plastic before pouring blocking concrete. Material for reaction blocking shall be

3000 psi concrete.

D. Tracer Wire

All sanitary sewer force main installations shall include both tracer wire and location

tape.

7.04 MANHOLES

Manholes shall be precast concrete.

A. Precast Concrete Manholes:

Precast Concrete Manholes shall meet ASTM C478 as to design and manufacture.

The standard joint shall be sealed with a plastic cement putty meeting Federal

Specification SS-S-00210, such as Ram-Nek or a butyl rubber sealant. Mastic

material must show both inside and outside the manhole after installations.

1. Manhole Rings and Covers shall be cast iron meeting the requirements of ASTM

A48 Class 30 with “Sanitary Sewer” cast in the cover and four 1-inch perforated

holes, as furnished by Dewey Brothers (MH-RCR-2001) or Southern Foundry.

The casting shall be machined to give an even and continuous bearing on the full

length of the frame. Casting that rattle under traffic loading shall be replaced at

no cost to the Town. All manhole rings in roadways shall be encased in a

concrete collar 18 inches by 6 inches of 3000 psi concrete beneath the asphalt,

with the cover flush with the top of the pavements.

2. Manhole Steps shall be placed at 16 inches O.C. composed of composite plastic-

steel as manufactured by M.A. Industries or equal.

3. All manholes shall have a monolithic precast base section resting on a minimum

of 6 inches of #57 stone. Sewer mains shall enter and exit radially through the

manhole. Inverts shall be constructed of 1:2 concrete mortar with a width and

height equal to 1/2 that of the effluent pipe and shall be so brushed and troweled

that a minimum energy loss occurs in the manhole. At each inlet and outlet of

line 8 inches or greater, wastewater lines are to be connected to the manholes by

means of flexible sleeves cast into the manhole section. Flexible connectors are

to be manufactured of high quality rubber or synthetic rubber and all strap

clamps or draw bolts are to be manufactured from stainless steel.



7.05 TRENCHING FOR GRAVITY SEWER MAINS AND FORCE MAINS

A. Trench:

The Trench shall be excavated to the proper depth to permit the installation of the

pipe along the lines and grade shown on the construction drawings. Minimum

trench width at the top of the pipe shall be at least 18 inches greater than the outside

diameter of the pipe. Where excavation is in rock, the rock shall be removed to a

depth of at least 6 inches below grade and shall be backfilled with suitable material.

Wet trenches shall be stabilized with #78M stone or with a base layer of #57 stone.

Shoring or bracing of pits, trenches and other excavations shall be in accordance

with the requirements of the North Carolina Department of Transportation and

Federal Occupational Safety and Health Act.

B. Pipe:

All pipe shall be laid to its manufacturer’s recommendations. The subgrade at the

bottom of the trench shall be shaped to secure uniform support through the length of

the pipe. A space shall be excavated under the bell of each pipe to provide space to

relieve bearing pressure on the bell and to provide room to adequately make the

joint.

Open ends of pipe shall be plugged with a standard plug or cap at all times when

pipe laying is not in progress. Trench water shall not be permitted to enter pipe.

C. Backfill Material:

Backfill material shall be free from stones greater than 4 inches in diameter,

construction material debris, frozen material, organic material or unstable material.

Under roadways and extending at a slope of 1 to 1 beyond the back of curb measured

perpendicular from centerline, compact to a density of no less than 95% maximum

dry density as measured by AASHTO Method T99. All trenches shall be properly

backfilled at the end of each working day.



7.06 SERVICE CONNECTION

Taps for services into trunk lines shall be made on the top quarter of the main with the

wye saddle angles with the main sewer line flow.

Service connections for the sanitary sewer lines should be perpendicular from the main

line to the edge of the services lot’s right-of-way line or easement with a minimum

grade of ½ inch/foot for 4 inches and 0.60 foot/100 feet for 6 inches. All cleanouts shall

extend a minimum of 6 inches above the finished grade. Where a service line is

connected to a manhole, the line shall terminate at the edge of the invert in the manhole.

A. Cast Iron Soil Pipe:

Cast Iron Soil Pipe shall be service weight hub and spigot meeting Federal

Specifications WW-401. The joints shall be rubber type elastomeric on no-hub

fittings.

B. PVC Pipe:

PVC Pipe shall meet the requirements of ASTM D1785 (Schedule 40), supplied in

20-foot lengths, and shall be solvent welded.

Where installation by boring is specified, cast iron soil pipe shall be used.

Saddles for PVC services shall be of the same material as the main; solvent welded

and fastened with double stainless steel bands as shown on Town Standard Detail for

Sanitary Sewer Lateral Connections.

Services may tie into manholes provided manhole inverts are provided. Service

Connections into manholes with drops exceeding 30 inches shall be as shown in

Town of Angier Standard Details for Service Drops.



7.07 RELATION OF SANITARY SEWERS TO WATER MAINS OR STORM

SEWERS

Sanitary sewers shall be laid at least 10 feet laterally from existing or proposed water

mains unless the elevation of the top of the sewer is at least 18 inches below the bottom

of the water main with a horizontal separation of at least 3 feet.

Where a sanitary sewer and a water main cross, and the vertical separation is less than 18

inches or the water line passes under the sewer, both the sewer and the water main shall

be ductile iron pipe for a distance of 10 feet on each side of the point of crossing. The

water line pipe section shall be centered at the point of crossing.

Sanitary sewers shall have the top of pipe at least 12 inches below the bottom of storm

sewer pipe when the horizontal separation is 3 feet or less from existing or proposed

storm sewers. Where a sanitary sewer and a storm sewer cross, and their vertical

separation is less than 12 inches, the sanitary sewer shall be ductile iron pipe equivalent

to the water main standards for a distance of 10 feet on each side at the point of crossing.

The sanitary sewer pipe section shall be centered at the point of crossing.

7.08 TESTING AND INSTPECTION

NOTIFY THE TOWN BEFORE BEGINNING CONSTRUCTION.

All materials used must have a preliminary inspection by the Town’s PWD, or his

representative , before materials are used for construction purposes. Rejection of

material not meeting these specifications will be ordered and such materials shall be

immediately removed from the job.

The Contractor shall furnish all materials, labor and equipment to perform all testing to

the satisfaction of the PWD. Water for testing purposes will be provided by the Town of

Angier. The following tests shall be performed on completed sanitary sewer before

acceptance by the Town:

A. Visual:

Sanitary sewer lines shall be free and clean from obstructions and shall be visually

inspected from every manhole with a mirror or other suitable device to ensure all

lines exhibit a fully circular pattern. Lines which do not exhibit a true line and grad

or have structural defects shall be corrected.

B. Exfiltration:

Gravity sewer mains shall be tested for exfiltration by Air Test. Exfiltration tests

shall be performed on every reach of sanitary sewer line. If the test fails the

requirements as stated herein, the section shall be retested. If the test fails again, the

Contractor shall repair the problem and retest until the reach passes the test.



Prior to the performance of an air test, the groundwater shall be determined by

measuring the water level in air excavation beside each manhole in the reach to be

tested, or in another manner agreeable to the Town. The measured height (in feet) of

water above the invert of the sewer pipe shall be divided by 2.31 to determine the

groundwater pressure (in psi). The test gauge used in the air test shall be calibrated

to increments of no more than 2 pounds and shall be located outside of the manhole.

The low-pressure air testing shall be performed before any laterals or stubs are

installed on the line and after the main has been backfilled to finish grade. Plugs

shall be installed at each manhole to seal off the test section. The line will be

pressurized with a single hose and monitored by a separate hose connection from the

plug. Air then shall be slowly introduced into the sealed line until the internal air

pressure reaches 5.0 psig plus the groundwater pressure, but not to exceed 9.0 psig.

The air pressure shall then be allowed to stabilize for a minimum of 2 minutes at not

less than 5.0 psig. When the pressure reached 5.0 psig, the time required for the

pressure to drop 1.0 psi will be observed and recorded. The line shall be termed

“acceptable” if the pressure does not drop more than 1.0 psi over a 5 minute time

frame. This pressure and time standard shall be required for all line sizes 8 inch in

diameter or less and for all lengths of test.

If the section fails to meet these requirements, the source of leakage shall be

determined and repaired. The pipe section shall be retested and meet the specified

requirements.

Even though an exfiltration test is specified, the Engineer may require that an

infiltration test be performed that shall not exceed 100 GPD/inch/mile.

All service taps must be installed prior to testing of sewer mains.

Force Sewer Mains shall be tested as described in Section 6.08 under Hydrostatic

Tests for water distribution.

C. Mandrel Testing:

PVC sewer lines will be tested for deflection using a mandrel. The maximum

allowable deflection shall be five percent for PVC sewer pipes. The mandrel size

shall be in accordance with the table below:

Mandrel Dimensions:

Main Size For PVC Sewer

8” 7.60”

The contact length of the mandrel shall be at least two inches.



Any lines not meeting this test shall be corrected by the Contractor and the test

repeated.

D. Testing of Manholes:

All sanitary sewer manholes shall be vacuum tested at the sole discretion of the

Town’s Public Works Director. Testing shall comply with current AWWA

Standards

7.09 SEWAGE PUMP STATIONS


In situations where the gravity sewer is not feasible, the Town will consider allowing

the installation of a sewage pumping station and a force main. Certain factors must

be addressed by the Engineer for the project for consideration by the Town. The

factors include:

1. Determine the wastewater flow that would be generated by the total natural

drainage basin based upon the existing zoning.

2. Evaluate the capacity of the receiving sewer main at the point of discharge and

downstream to determine that the line could handle the transferred sewer flow.

3. Perform a cost analysis of the pumping versus gravity alternative. The estimated

installed cost of the gravity alternative divided by the estimated installed cost of

the pump station alternative must be equal to or greater than 3.5 for the Town to

consider allowing a pumping station.

Sewage pumping stations shall meet the requirements as stated below and as

described in each section for the type of station selected.

All stations shall have a minimum of two (2) pumps of equal capacity, and shall be

capable of handling flows in excess of the expected peak flow. Where three (3) or

more pumps are required, they should be of such capacity that with any one unit out

of service, the remaining units will have capacity to handle peak sewage flows.

Pumps shall be sized to provide a minimum velocity in the force main of 2.0 feet per

section.

Sewage pumping station, structure, controls, etc. shall be protected from physical

damage by the 100-year flood. Stations shall remain fully operational and accessible

during the 25-year flood. The 100-year flood elevation shall be shown on all site

plans.

All sewage pump stations shall be equipped with on-site standby power (fixed

generator), with no exceptions.



All pump stations shall be supplied with three-phase power service. All pump

stations shall be supplied with one 115 volt AC high water alarm light and horn.

All wetwell structures shall be vented with an insect screen to allow proper escape of

generated gases.

Documentation shall be supplied to the Town Engineer to include three completed

operation and maintenance (O & M) manuals. These O & M manuals shall include

drawings depicting cuts through the equipment, parts list for pumps and controls, and

“exploded” diagrams of the equipment. This information will be required by the

Town prior to approval of the pump station.

Each pump station shall have an automatic telephone dialer, in a lockable NEMA 3R

enclosure, installed in accordance with the following dialer specification. It will be

the responsibility of the Developer to install all necessary float switches, contacts,

relays, etc. and the associated conduit and wiring to bring the following alarms to the

dialer:

1. High wetwell alarm (Fault #1).

2. Loss of primary power (Fault #2).

3. Standby generator in operation (Fault#3).

4. Loss of phase.

Additionally, the Developer shall furnish and install the telephone dialer, 120 v.a.c.

power to the dialer, and furnish and install a junction box, modular phone jack and ¾”

conduit to a location shown on the standard pump station drawing. The Town will

arrange for installation of a telephone service from the phone company.

Telephone dialer shall be Express II, or approved equivalent and shall be capable of

dialing up to 8 numbers and will also be capable of dialing pagers. Alarm dialer must

have 4-hour battery back-up. The dialer system must be approved by the Town’s

PWD.

Pump station controls shall include pump run hour meters and a flow totalizer for

each pump.

The site shall be generally level graded to remove runoff from site in a non erosive

manner.

The site shall be stabilized by crushed stone, low maintenance vegetative ground

cover or other suitable materials.



The side area shall be secured by a six (6) foot high chain link fence topped with

three (3) strands of barb wire.

Fence products shall be only new materials using hot dipped galvanized iron or steel

components and aluminum coated fabric after fabrication. Line posts, top and bottom

rails, gate, and fabric shall be as specified on the Standard Detail Drawings. Privacy

strips shall be included to screen the facility. Gates shall permit 180 degree opening

and locating so as to provide vehicle accessibility to lift the pumping units.

The site shall feature adequate turn around areas for service vehicles and provide a

20-foot (minimum) width all weather gravel base access road to the site with grades

not to exceed 10 feet in one hundred feet (10%). The minimum fenced area for pump

stations shall be 36 feet X 36 feet with a minimum 20 foot wide double swing gate.

Landscaping shall be provided at all pump station locations. A landscaping plan shall

be provided by the Developer and approved by the Town prior to installation.

An aluminum shelter shall be provided over the electrical panel.

There shall be provided a high pressure sodium vapor luminar light of 250 watt

capacity to illuminate the pump station area. The light shall be mounted on a Class 7

utility pole at a height of 20 feet and be controlled by means of a photo cell and a H-

O-A switch. Light shall be wired so that both permanent power and standby power

will activate.

Suction and discharge piping shall be Class 50 ductile iron flanged pipe as

manufactured under AWWA Specification C141.

A check valve and a gate valve shall be provided for the discharge line of each pump.

Additionally, provide a gate valve on the force main 10 feet from the pump station.

Check valves shall be iron body, bronze mounted with resilient faced clapper and

outside weight and lever. Check valves shall comply with AWWA C508, shall have

replaceable seat rings of bronze or stainless steel, and shall be manufactured by

American, Mueller, or equal. Gate valves shall be resilient seat, fully epoxy interior

coating, AWWA C509 approval and shall be manufactured by American or Clow.

Valves shall be rated for 175 psi working pressure.

All piping, couplings, fittings, valves, etc. shall be Class 125 flanges meeting ANSI

B16.1 specifications.

A gate valve shall be provided on the gravity line within 10 feet of the pump station

wet well. In addition, a gate valve shall be provided on all force mains leaving the

pump station, within 15 feet of the pump station.

A 4 inch pump quick connect attachment shall be included for all pump station

installations.



The wetwell should be sized to provide not more than three (3) pump starts per hour

per pump when the flow rate into the wetwell is one-half the design pumping rate.

This wetwell volume should be located between the stop pump level and start lead

pump level.

Provide the following computations for each pump station:

1. Head-capacity curve for the pump station to be purchased. A general pump

curve will not be acceptable. Curve should have horsepower and NPSH

requirements plotted also.

2. System head curves plotted on the head-capacity curves for C=100, C=120,

C=140. Static head utilized should be halfway between stop pump level and

start pump level, and the high point in the force main. If the high point in the

force main is not at the receiving manhole, possibility of siphoning and its

effect on the pumps must be investigated.

3. Pump starts per hour.

4. NPSH available computations

5. A floatation check of the pump station and wetwell.

B. Submersible Pump Station:

The submersible pump station structure shall consist of the wetwell, duplex pumps

and rails, screening basket, discharge piping, valves, and valve vault, cover slabs and

access hatches.

The wetwell shall, as a minimum, have a diameter of four (4) feet, and shall be large

enough to easily accommodate the location and removal of the two (2) pumps and

basket strainer. The wetwell shall be of precast concrete manhole sections meetings

ASTM Specification C478. The manhole sections shall have joints of the durable

mastic sealing material and the joints shall be further waterproofed by the

application of asphalt overlayed by a 12-inch wide band of inorganic asbestos felt,

and a finis mopping of asphalt. The interior of the wetwell shall receive two (2)

successive coats of Koppers “Super Service Black”, or a suitable coal tar epoxy.

Duplex submersible pumps shall be provided, each capable of handling raw,

unscreened sewage at peak design flow. Major pump components shall be of gray

cast iron devoid of burrs, pits or other irregularities. The motor shall meet the U.L.

requirements of Class I, Division I, Group D for hazardous locations. The pump

manufacturer shall warrant to the Town of Angier, N.C. that the pump units

supplised to be free of defects in workmanship and material for a period of six (6)

months after acceptance of the pump station for maintenance by the Town of Angier.



The warranty shall be printed form and made applicable to the Town (as Warrantee)

at the time of acceptance of maintenance by the Town.

Pumps shall be submersible non-clog sewage pumps capable of passing a three (3)

inch sphere. Wire service to pumps shall be size number 10 AWG (min) hypalon

jacketed type SPC cable of thirty (30) feet in length as a minimum. Pumps shall be

fitted with a water sensor in the seal chamber and a visual signal alarm wired in to

the central control panel. Pumps and motors shall be as manufactured by Flygt

Corporation, ABS, Hydr-O-Matic, Myers, or approved equal. Grinder pumps may

be approved for stations which have a peak flow of 85 gpm or less.

The discharge connection elbow shall be permanently installed in the wetwell along

with the discharge piping. The pumps shall be automatically connected to the

discharge connection elbow when lowered into place. A sliding guide bracket shall

be guided by no less than two (2) guide bars. The entire weight of the pump shall

bear upon the guides and base support with no part of the pump bearing directly on

the floor of the sump. Guide rails and parts thereof shall be constructed of 304

stainless steel. A lifting crane shall be provided capable of lifting the pumps from

the wet well. The crane shall be mounted on a concrete base and located at an

adequate position for use removing pumps from the facility.

Discharge piping shall be flanged ductile pipe (Class 50, min) sized to produce a

minimum head loss while maintaining a minimum velocity of 2.0 feet per second, as

herein before specified.

The wetwell shall feature a stainless steel screening basket in front of the influent

pipe. The basket shall be rectangular in shape and formed from ¼” x 2” bars on 2-

1/2” centers. Grating, wire mesh, or perforated plates are not acceptable substitutes.

Basket shall be fabricated with cross members and bracing to provide structural

stability under full loading. All bolted connections in the wet well shall be made

using stainless steel nuts, bolts, and washers. Baskets shall be raised and lowered by

means of stainless steel cable and shall permit the raised basket screen to be

maneuvered into or out of the wetwell through a special hatch provided. Hatch

requirements shall generally meet those specified for wetwell access mentioned

hereinafter.

A concrete pad shall be provided for placement of a dumpster.

The valve vault shall consist of a precast manhole base section, or a cast in place

customer built section or a precast rectangular structure all complete with drain,

access ladder or rungs, and access cover cast in the structure roof.

Cover slabs for wetwell and valve vaults shall be reinforced concrete with integral

cast in place access hatch covers. Cover slabs shall be reinforced as per ACI Code

and specially reinforced around openings. Access covers shall be sized and

positioned according to pump manufacturer’s recommendation to permit easy



removal of pump units. Access covers and frames for pumps shall be a double leaf

aluminum diamond pattern floor hatch of ¼ inch (min) thickness capable of

withstanding 150 psf without permanent damage. Each leaf shall open 90 degrees

and be attached to frame by steel hinges. The door shall have a lock in the open

position and a vinyl grip handle to release lock for closing.

Control equipment for operation of the pups shall be housed in a NEMA Type 3R

weatherproof enclosure and shall be a dead front with separate removable inside

panel. A circuit breaker shall be provided for each pump and a magnetic starter with

3-leg overload protection shall be supplied for each pump. Provide positive single

phase protection by installation of Timemark phase monitor which monitors under-

voltage, loss of phase, and phase reversal. An alternating relay shall be provided to

alternate pumps on each successive cycle. A non-resettable elapsed time meter shall

be furnished for each pump. Each meter shall read in tenths of hours through

99,999.9 hours total time. H-O-A switches and run lights shall be provided for each

pump. All switches shall be labeled and color coded wiring diagram provided.

Operation of the pumps shall be initiated by means of activation of float switches.

Provide mercury float switches encapsulated in a buoyant waterproof housing with a

two conductor, 16 AWA, Type SJO cable connected to the automatic alternator. NO

JUNCTION BOXES OR CABLE SPLICES OF ANY KIND WILL BE ALLOWED

IN THE WETWELL.

C. Standby Power Generation:

On-site standby power generation is required for all pump station installations as per

these Town of Angier requirements and shall meet the following minimum

standards:

1. General:

Furnish and install a propane (0% butane) fueled or Diesel powered standby

generator in a weatherproof enclosure complete with all equipment and

accessories required to automatically supply power to the pump station during a

utility power failure. Provide an engine generator set that will start the two lift

station pumps in sequence and will run both simultaneously under full load. The

generator shall be as manufactured by Kohler, or approved equal.

2. Engine:

a. Engine shall be propane fueled, 4 cycle. Engine speed shall be 1800

rpm, unless the Town waives this requirement.

b. Engine shall be liquid cooled and shall have a radiator and coolant pump

and fan. Air cooled engines may be approved by the Town for

installations of less than 10 kw.



c. Fuel system shall be for gaseous propane or diesel.

d. Governor shall be mechanical flyweight type with a speed regulation of

5 percent maximum.

e. Lubrication shall be by a positive displacement lube oil pump with

positive pressure lubrication to all bearings. Full flow tube oil filter

shall be provided.

f. Starting system shall be 12 volt, positive shift gear engaging starter.

g. Battery charging alternator shall be belt driven, 12 volts, 35 amps with

solid state voltage regulator.

3. Alternator:

a. Alternator shall be revolving field, broad range, 4-pole, brushless type

designed for minimum resistance, low voltage waveform distortion, and

maximum efficiency. Rotor shall be dynamically balanced permanently

aligned to engine by flexible disc coupling.

b. Exciter shall be 3-phase, fullwave rectified with silicon diodes mounted

on a common motor shaft, sized for maximum motor starting.

c. Voltage regulator shall be solid state with silicon controlled rectifiers

with phase controlled sensing circuits.

d. Temperature rise at rated load shall be within limits for Class F

insulation in accordance with NEMA MG 1-22.40.

e. Insulation system shall be Class F in accordance with NEMA MG 1.65.

Rotor shall be vacuum impregnated with 100 percent solid epoxy resin

for complete environmental protection. Stator shall be impregnated

twice with varnish conforming to MIL-I-24092, Type M, Class 155.

f. Output circuit breaker shall be 3-pole, rated at 145% of alternator full

load current.

4. Unit Performance:

a. Frequency regulation shall be 3 hertz maximum, no load to rated load.

b. Voltage regulation shall be plus or minus 2 percent, no load to rated

load. Voltage drop during motor starting shall not prevent the successful

starting of the pump motors in the lift station.



5. Control Panel:

a. Furnish and install a unit mounted control console with the following

items, completely wired and piped.

(1) Engine start/stop controls.

(2) Run/stop/remote switch.

(3) Remote start/stop terminals for 2-wire starting from automatic

transfer switch.

(4) Oil pressure gauge.

(5) Coolant temperature gauge.

(6) Charge rate ammeter.

(7) Overcrank protection and alarm light.

(8) Low oil pressure shutdown and alarms light.

(9) High coolant temperature shutdown and alarm light.

(10) Overspeed shutdown and alarm light.

(11) AC voltmeter and switch.

(12) AC ammeter and switch.

(13) Voltage adjusting rheostat.

(14) Running time meter.

(15) Exciter circuit breaker, manual reset.

(16) Flow Totalizers.

6. Accessories:

a. All accessories needed for the proper operation of generating set shall be

furnished and installed. These shall include but are not limited to the

following:

(1) Muffler with residential silencing.

(2) Flexible exhaust connection.

(3) Exhaust pipe.

(4) Starting batteries.

(5) Battery cables.

(6) Battery rack (inside weatherproof enclosure).

(7) Battery charger.

(8) Propane tanks, pressure regulator, valves and piping.

(9) Flexible fuel line connections to the engine.

(10) Thermostatically controlled electric water jacket heater.

7. Weatherproof Housing:

a. Furnish and install a weatherproof housing to enclose the engine

generator set. Install the generator set control panel, batteries, battery

charger, in the housing.



b. Weatherproof housing shall be welded reinforced sheet steel, 14 gauge,

prim coated and finish painted. Housing shall have hinged or lift-off

doors for access to the generator set and all other equipment inside.

8. Gaseous Fuel System:

a. Furnish and install all equipment and piping required for generator set

operation using propane. System shall conform to NFPA 58.

b. Furnish and install an aboveground propane storage tank. Tank shall be

sized to insure starting and running off generator set at an ambient

temperature of 20 degrees F. Provide manufacturer’s data sheet to

document this criteria. Working pressure rating shall be 250 psig.

c. Piping shall comply with NFPA 58 for a working pressure of 250 psig.

Cast iron pipe fittings shall not be used. Pipe size shall be as

recommended by the manufacturer, but not less than ½” I.D.

d. The vapor withdrawal system shall include a manual shutoff valve at the

propane tanks, a dry fuel filter, line service regulator, solenoid fuel

shutoff valve to open when engine runs, flexible pipe joint at the engine,

and a gas flow regulator.

9. Fuel, Antifreeze, and Oil:

a. Provide an 80 percent charge of propane in the propane storage tank at

the time of final acceptance by the Town.

b. Provide complete charges of antifreeze and oil.

10. Tests:

After the installation of the engine generator set is complete and prior to

acceptance by the Town, demonstrate the capability of the system to perform in

accordance with these specifications to the satisfaction of the Town.

Perform a 4-hour load bank test which loads the generator set to the alternator

KW rating at 1.0 power factor. Test shall be witnessed by the Town.

Any defects which become evident during this test shall be corrected.

Safety shutdown features shall be tested by simulating the primary device

contact closure.



11. Parts and Service:

The engine generator set supplier shall be the authorized dealer of the engine

generator set manufacturer, and shall be fully qualified and authorized to provide

service and parts for both the engine and generator at any time during the day or

night. Parts and service shall be available 24 hours per day, 7 days per week,

from a location within a 100-mile radius of the location of the installed generator

set.

12. Operating Instructions:

Six (6) complete copies of operating instructions and parts lists shall be provided

prior to acceptance of the unit. Parts list shall include schedule of type and

quantity of parts recommended for stock.

13. Warranty:

The complete standby power generating system shall be warranted for one (1)

year after the acceptance of the generating system by the Town. The warranty

shall cover all defects in equipments, parts, assembly and installation.

14. Automatic Transfer Switch:

Automatic transfer switch shall be capable of switching all classes of load and

shall be rated for continuous duty when installed in a non-ventilated enclosure

constructed in accordance with Underwriters’ Laboratories, Inc., Standard UL-

508.

Transfer switches shall be double throw, actuated by two electrical operators

momentarily energized and connected to the transfer mechanism by a simple

overcenter linkage with a minimum transfer time of 25 hertz, or longer if so

specified. The time delay between the opening of the closed contacts and the

closing of the open contacts is to allow the loads to be demagnetized before

transfer. This type transfer switch shall allow the motor and transfer. This type

transfer switch shall allow the motor and transfer loads to be re-energized after

transfer with normal inrush current. As an alternate to the time delay in neutral

position, interlocking with all motor starters controlling motors 10 HP and above

may be provided. Interlock shall de-energize the coils of all motor starters for 2

seconds (and at no other time) before a transfer in either direction occurs.

The normal and standby contacts shall be positively interlocked mechanically

and electrically to prevent simultaneous closing.

Main contacts shall be mechanically locked in position in both the normal and

standby positions without the use of hooks, latches, magnets or springs, and shall



be silver tungsten alloy protected by arcing contacts, with magnetic blowouts on

each pole. Interlocked molded case circuit breakers are not acceptable.

The transfer switch shall be equipped with a manual operator that is designed to

prevent injury to the operating personnel if the electrical operator should

suddenly become energized during manual transfer. The manual operator shall

provide the same contact-to-contact transfer speed as the electrical operator to

prevent a flashover from switching the main contacts slowly.

Engine starting contacts shall be provided to start the generating plant if any

phase of the normal source drops below 80% of rated voltage, after a non-

adjustable time delay period of 3 seconds, to allow for momentary dips. The

transfer switch shall transfer to standby as soon as the voltage and frequency

have reached 90% of rated voltage. After restoration of normal power on all

phases to 90% of rated voltage, an adjustable time delay period of 0-30 minutes

shall delay re-transfer to normal power until it has had time to stabilize. If the

standby power source should fail during the time delay period, the time delay

shall be bypassed, and the switch shall return immediately to the normal source.

After the switch has retransferred to normal, the engine generator shall be

allowed to operate at no load for an adjustable period of time (0-15 minutes) to

allow it to cool before shutdown. The transfer switch shall include a test switch

to simulate normal power failure, pilot lights on the cabinet door to indicate the

switch closed on normal or standby, and two (2) auxiliary contacts on the main

shaft; one closed on normal, the other closed on emergency. In addition, one (1)

set of relay contacts shall be provided to open on loss of the normal power

supply. All relays, timers, control wiring and accessories to be front accessible.

All transfer switches, complete with timers, relays and accessories shall be listed

by Underwriters’ Laboratories, Inc. in their Electrical Construction Material

Catalogue under Standard UL-1008 (automatic transfer switches) and approved

for use on Emergency Systems.

D. Submittals:

Calculations as defined in Section 7.09(A) are also required for submersible pumps.

Pump specifications, and shop drawings, including manufacturer, make and model

are required to be submitted and approved by the Town of Angier PWD prior to

installation.



TOWN OF ANGIER

Standard Details – Table of Contents

STANDARD DETAIL NUMBER DESCRIPTION

Erosion Control Details

EROC_01 Curb Inlet Protection

EROC_02 Block and Gravel Drop Inlet Protection

EROC_03 Fabric Yard Inlet Protection

EROC_04 Temporary Silt Fence Detail

EROC_05.01 Temporary Sediment Trap Detail

EROC_05.02 Fabric Baffle Installation for Temporary Sediment Traps

EROC_06.01 Permanent Sediment/Retention Basin Detail

EROC_06.02 Riser Detail for Permanent Sediment/Retention Basin

EROC_06.03 Typical Excavated Earth Spillway

EROC_06.04 Permanent Sediment/Retention Basin Plan View

EROC_07 Construction Entrance Pad

EROC_08 Channel Outlet Protection

EROC_09 Fabric Drop Inlet Protection

EROC_10 Check Dam Detail

EROC_11 Temporary Diversion Ditch

EROC_12 Trapezoidal Ditch – Typical Section

EROC_13 Jute Line Ditch

EROC_14 Rip-Rap Lined Trapezoidal Ditch – Typical Section

Street and Right-of-Way Details

ROW_01 Standard Curb and Gutter Street Sections

ROW_02 Standard Cross-Section-Shoulder Sections

ROW_03 Typical Concrete Combination Curb and Gutter

ROW_04 Curb and Gutter for Island

ROW_05 Paving Details

ROW_06 Boring Detail (Greater than 4” Carrier)

ROW_07 Concrete Pavement Expansion Joint

ROW_08 Standard Joint Layout for Concrete Sidewalks

ROW_09 Sidewalk Detail

ROW_10 Typical Pavement Markings

ROW_11 Pot Hole Repair – Roads and Parking Areas

ROW_12 Feathering of Concrete Curb and Gutter

ROW_13 Standard Driveway Apron

ROW_14 Pavement Repair Detail

Parking Details

PKNG_01 Handicapped Parking Details

Storm Drainage Details

STRM_01.01 Standard Yard Inlet with Concrete Slab

STRM_01.02 Type “A” Inlet Frame & Grate Details – Heavy Duty Vehicular Traffic Type

STRM_01.03 Type “E” Inlet Frame & Grate Details – for Type “A” Inlets (for Grassed Areas Only)

STRM_02.01 Type “B” Inlet

STRM_02.02 Type “B” Inlet Details

STRM_03.01 Type “C” Inlet Details



STANDARD DETAIL NUMBER DESCRIPTION

STRM_03.02 Standard Frame, Grated, and Hood for Use on Standard Catch basins

STRM_04.01 Standard Concrete Median Drop Inlet Type “D”

STRM_04.02 Standard Grates and Frame for Drop Inlet Type “D”

STRM_05 Standard Junction Box Manhole Frame and Cover

Water Distribution Details

WATR_01.01 Standard Water Service Detail

WATR_01.02 Typical Service Box Installation

WATR_01.03 Standard ¾” Water Service Installation

WATR_01.04 Standard 1 ½” thru 2” Water Service Installation

WATR_01.05 Standard Master Water Meter Vault – Plan View

WATR_01.06 Standard Master Water Meter Vault – Section View

WATR_02 Standard 2” Blow-Off Assembly Detail for 4” through 16” Mains

WATR_03 Standard Fire Hydrant Installation

WATR_04.01 Typical Valve Box Installation and Extension Detail

WATR_04.02 Standard Capping Detail

WATR_05.01 Thrust Block Details

WATR_05.02 Typical Thrust Block

WATR_05.03 Thrust Blocking Design Data for Water and Sewer Mains

WATR_06 Typical Vacuum and Air Relief Valve Installation

WATR_07 Water and Sewer Crossing Detail

WATR_08 Water and Sewer Separation Detail

WATR_09 Pipe Crossing Other than Sanitary Sewer

WATR_10 Stub-Out Plug and Blocking Extension

WATR_11 Standard Vertical Bend

Sanitary Sewer Details

SSWR_01 Typical Sanitary Sewer Service Lateral Connection

SSWR_02 Typical Sanitary Sewer Cleanout

SSWR_03 Standard Precast Manhole with Monolithic Base

SSWR_04 Outside Drop Manhole

SSWR_05 Inside Drop Force Main Termination Detail

SSWR_06 Standard Vented Manhole

SSWR_07 Standard (Doghouse) Manhole Installation over Existing Sanitary Sewer Main

SSWR_08 Standard Slip Resistant Manhole Step

SSWR_09 Standard Manhole Frame and Cover

SSWR_10 High Velocity Manhole Invert

SSWR_11.01 Pipe Laying Detail – Type I

SSWR_11.02 Pipe Laying Detail – Type II

SSWR_11.03 Pipe Laying Detail – Type III

SSWR_12 Replacing Street and Roadway Pavement for Utility Cuts

SSWR_13 Typical Concrete Encasement Detail

Landscaping Details

PLNT_01 Shrub Planting

PLNT_02 Small Tree Planting

PLNT_03 Large Tree – 3” Caliper & Larger

PLNT_04 Seeding Requirements

PLNT_05 Seeding Schedule

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