A.
New sanitary sewers and all extensions to sanitary sewers owned and
operated by the City of Port Jervis shall be designed by a professional
licensed to practice sewer design in the state in accordance with
the Recommended Standards for Sewage Works, as adopted by the Great
Lakes - Upper Mississippi River Board of State Sanitary Engineers
("Ten State Standards"), and in strict conformance with all requirements
of the NYSDEC, and the current New York State Building Code. Plans
and specifications shall be submitted to and written approval shall
be obtained from the Director, the Orange County Health Department,
and the NYSDEC before initiating any construction. The design shall
anticipate and allow for flows from all possible future extensions
or developments within the immediate drainage area.
B.
If, however, there is inadequate capacity in any sewer that would
convey the wastewater or if there is insufficient capacity in the
POTW treatment plant to treat the wastewater properly, the application
shall be denied. Sewer line current use shall be defined as the present
use and the unutilized use which has been committed, by resolution,
to other users by the City of Port Jervis Common Council. POTW current
use shall be defined as the present use and unutilized use which has
been committed, by resolution, to other users by the City of Port
Jervis Common Council and that is in compliance with the current SPDES
permitted flow.
When a property owner, builder, or developer proposes to construct sanitary sewers or extensions to sanitary sewers in an area proposed for subdivision, the plans, specifications, and method of installation shall be subject to the approval of the Director, and the Orange County Health Department, in accordance with § 445-29. Said property owner, builder, or developer shall pay for the entire installation, including a proportionate share of the intercepting or trunk sewers, and all other City of Port Jervis expenses incidental thereto. The owner, builder or developer shall prepare an engineering study as prepared by a New York State-licensed engineer delineating that downstream facilities are adequate for the increased tributary flows. Each street lateral shall be installed and inspected pursuant to Article VI. The applicant shall pay the inspection fees prior to initiating construction. Design and installation of sewers shall be as specified in §§ 445-32 through 445-35 and in conformance with Paragraphs 3 through 6 of ASTM Specification C-12. The installation of the sewer shall be subject to periodic inspection by the Director, without prior notice, at the expense of the property owner. The Director shall determine whether the work is proceeding in accordance with the approved plans and specifications and whether the completed work will conform to the approved plans and specifications. The sewer, as constructed, between the house connection and cleanout must pass the lower pressure air test required in §§ 445-37 through 445-41 before any building lateral is connected thereto. Sections that cannot be tested must be visually observed by the Director. The Director shall be notified 30 days in advance of the start of any construction actions so that such inspection frequencies and procedures as may be necessary or required may be established. No new sanitary sewers will be accepted by the City of Port Jervis Common Council until such construction inspections have been made so as to assure the City of Port Jervis Common Council of compliance with this chapter and any amendments or additions thereto. The Director has the authority to require such excavation as necessary to inspect any installed facilities if the facilities were covered or otherwise backfilled before they were inspected so as to permit inspection of the construction. The Director shall report all findings of inspections and tests to the City of Port Jervis Common Council.
Plans, specifications, and methods of installation shall conform
to the requirements of this article. Components and materials of wastewater
facilities not covered in this chapter, such as pumping stations,
lift stations, or force mains shall be designed in accordance with
Section 501, and shall be clearly shown and detailed on the plans
and specifications submitted for approval. Force main details are
covered in Section 506. When requested, the applicant shall submit,
to the Director and to the County Health Department, all design calculations
and other pertinent data to supplement review of the plans and specifications.
Results of manufacturer's tests on each lot of pipe delivered to the
job site shall also be furnished, upon request.
Sewer pipe material shall be:
B.
Polyvinyl chloride (PVC) pipe: SDR 35.
(1)
Pipe shall be made from Class 12454-B materials or better in accordance
with ANSI/ASTM Specification D-1784.
(2)
Pipe and accessories shall conform to the requirements of the following,
with a minimum pipe stiffness of 46.
(3)
Pounds per square inch (psi) at a maximum deflection of 5%.
(4)
ANSI/ASTM D 3034 (four inches to 15 inches).
(5)
ASTM F 679 Type I (18 inches to 27 inches).
C.
Ductile iron pipe.
(1)
Pipe, fittings, and specials shall be manufactured in accordance
with ASTM Specification A-746.
(2)
Pipe shall have a minimum thickness of Class 51.
(3)
Fittings shall conform to ANSI Specification A-21.11 and have a minimum
pressure class rating of 150 psi.
(4)
All pipe and fittings shall be cement mortar lined in accordance
with ANSI Specification A-21.4 at twice the specified thickness and
have an internal and external bituminous seal coating.
(5)
Closure pieces shall be jointed by means of a mechanical coupling
of the cast sleeve type.
D.
Other pipe materials. Other pipe materials require prior written
approval of the Director before being installed.
(1)
The minimum internal pipe diameter shall be eight inches for gravity
sewers and three inches for low-pressure sewers.
(2)
Joints for the selected pipe shall be designed and manufactured such
that O-ring gaskets of the "snap-on" type are used.
(4)
Joint preparation and assembly shall be in accordance with the manufacturer's
recommendations.
B.
Utilizing the foregoing information, design shall be made as outlined
in Chapter IX of the Water Pollution Control Federation Manual of
Practice No. 9, latest edition, "Design and Construction of Sanitary
and Storm Sewers," and the pipe shall have sufficient structural strength
to support all loads to be placed on the pipe, with a safety factor
as specified above.
C.
PVC pipe shall not be encased in concrete due to their different
coefficients of linear thermal expansion.
A.
Local utilities shall be contacted to verify construction plans and
to make arrangements to disconnect all utility services, where required
to undertake the construction work. The utility services shall later
be reconnected. The work shall be scheduled so that there is minimum
inconvenience to local residents. Residents shall be provided 48 hours'
notice regarding disconnection of utilities.
B.
The construction right-of-way shall be cleared only to the extent
needed for construction. Clearing consists of removal of trees which
interfere with construction; removal of underbrush, logs, and stumps,
and other organic matter; removal of refuse, garbage, and trash; removal
of ice and snow; and removal of telephone and power poles, and posts.
Any tree that will not hinder construction shall not be removed and
shall be protected from damage by any construction equipment. Debris
shall not be burned but hauled for disposal in an approved manner.
C.
The public shall be protected from personal and property damage as
a result of the construction work.
D.
Traffic shall be maintained at all times in accordance with applicable
highway permits. Where no highway permits are required, at least 1/2
of a street shall be kept open for traffic flow.
E.
Erosion control shall be performed throughout the project to minimize
the erosion of soils onto lands or into waters adjacent to or affected
by the work. Erosion control can be effected by limiting the amount
of clearing and grubbing prior to trenching, proper scheduling of
the pipe installation work, minimizing time of open trench, prompt
grading and seeding, and filtration of drainage.
F.
The trench shall be excavated only wide enough for proper installation
of the sewer pipe, manhole, and appurtenances. Allowances may be made
for sheeting, dewatering, and other similar actions to complete the
work. Roads, sidewalks, and curbs shall be cut, by sawing or by other
methods as approved by the Director, before trench excavation is initiated.
G.
Under ordinary conditions, excavation shall be by open cut from the
ground surface. However, tunneling or boring under structures other
than buildings may be permitted. Such structures include crosswalks,
curbs, gutters, pavements, trees, driveways, and railroad tracks.
H.
Open trenches shall be protected at all times of the day with barricades,
as required.
I.
Trenches shall not be open for more than 30 feet in advance of pipe
installation nor left unfilled for more than 30 feet in the rear of
the installed pipe, when the work is in progress, without permission
of the Director. When work is not in progress, including overnight,
weekends, and holidays, the trench shall be backfilled to ground surface.
J.
The trench shall be excavated approximately six inches deeper than
the final pipe grade. When unsuitable soils are encountered, these
shall be excavated to a maximum depth of 2 1/2 feet below the
final pipe invert grade and replaced with select materials.
K.
Ledge rock, boulders, and large stones shall be removed from the
trench sides and bottom. The trench shall be overexcavated at least
12 inches for five feet, at the transition from rock bottom to earth
bottom, centered on the transition.
L.
Maintenance of grade, elevation, and alignment shall be done by some
suitable method or combination of methods.
M.
No structure shall be undercut unless specifically approved by the
Director.
N.
Proper devices shall be provided, and maintained operational at all
times, to remove all water from the trench. At no time shall the sewer
line be used for removal of water from the trench.
O.
To protect workers and to prevent caving, shoring and sheeting shall
be used, as needed. Caving shall not be used to backfill the trench.
Sheeting shall not be removed but cut off no lower than one foot above
the pipe crown and no higher than one foot below final grade, and
left in the trench, during backfill operations.
P.
The pipe barrel shall be supported, along its entire length, on a
minimum of six inches of crusher run, max. 1/2-inch stone free of
organic material. This foundation shall be firmly tamped in the excavation.
Q.
Bell holes shall be hand excavated, as appropriate.
R.
Pipe shall be laid from low elevation to high elevation. The pipe
bell shall be up-gradient; the pipe spigot shall be down-gradient.
S.
Joint preparation and assembly shall be in accordance with the manufacturer's
written instructions.
T.
The grade and alignment shall be checked and made correct. The pipe
shall be in straight alignment. Any negotiation of curves shall be
at manholes.
U.
When a smaller sewer joins a larger one, the invert of the larger
sewer shall be lowered sufficiently to maintain the same hydraulic
gradient. An approximate method which may be used for securing this
result is to place the 0.8 depth of both sewers at the same elevation.
V.
Crushed stone shall be placed over the laid pipe to a depth of at
least six inches. The embedment of thermoplastic pipe shall be in
accordance with ASTM D2321 using class 1A or 1B backfill materials.
Care shall be exercised so that stone is packed under the pipe haunches.
Care shall be exercised so that the pipe is not moved during placement
of the crushed stone.
W.
The migration of fines from surrounding backfill or native soils
shall be restricted by gradation of embedment materials or by use
of suitable filter fabric.
X.
The remaining portion of the trench above the pipe embedment shall
be backfilled in twelve-inch lifts which shall be firmly compacted.
Compaction near/under roadways, driveways, sidewalks, and other structures
shall be with NYSDOT Type IV subbase and to 95% of the maximum moisture-density
relationship, as determined by ASTM Specification D 698, Method D.
Ice, snow, or frozen material shall not be used for backfill.
A.
Design of all manholes shall be submitted to the Director and shall
receive approval prior to placement.
B.
Manholes shall be placed where there is a change in slope or alignment
and at intervals not exceeding 400 linear feet, except as authorized
by the Director.
C.
Manhole bases shall be constructed or placed on a minimum of six
inches of crushed stone max. 1/2-inch stone free of organic materials.
D.
Manhole bases shall be constructed of 4,000 psi (twenty-eight-day)
concrete eight inches thick or shall be precast bases properly bedded
in the excavation. Field-constructed bases shall be monolithic, properly
reinforced, and extend at least six inches beyond the outside walls
of lower manhole sections. Precast manhole bases shall extend at least
six inches beyond the outside walls of lower manhole sections. Manholes
shall be installed level.
E.
Manholes shall be constructed using precast minimum four-foot diameter
concrete manhole barrel sections, and an eccentric top section, conforming
to ASTM Specification C-478, with the following exceptions on wall
thickness:
|
Manhole Diameter
(feet)
|
Wall Thickness
(inches)
|
|---|---|
|
4
|
5
|
|
5
|
6
|
|
6
|
7
|
|
6 1/2
|
7 1/2
|
|
7
|
8
|
|
8
|
9
|
F.
All joints between sections shall be sealed with an O-ring rubber
gasket, meeting the same specifications as pipe joint gaskets, or
butyl joint sealant completely filling the joint.
G.
All joints shall be sealed against infiltration. All metal parts
shall be thickly coated with bitumastic or elastomeric compound to
prevent corrosion.
H.
No steps or ladder rungs shall be installed inside or outside manhole
walls at any time.
I.
No holes shall be cut into the manhole sections closer than six inches
from joint surfaces.
J.
Manholes that extend above grade shall not have an eccentric top
section. The top plate shall be large enough to accommodate the cover
lifting device and the cover.
K.
The elevation of the top section shall be such that the cover frame
top elevation is 0.5 foot above the one-hundred-year flood elevation
(in a field), 0.5 foot above a lawn elevation, or at finished road
or sidewalk grade.
L.
When located in a traveled area (road or sidewalk), the manhole frame
and cover shall be heavy-duty cast iron. When located in a lawn or
in a field, the manhole frame and cover may be light-duty cast iron.
The cover shall be 24 inches, minimum, in diameter. The mating surfaces
shall be machined, and painted with tar pitch varnish. The cover shall
not rock in the frame. Infiltration between the cover and frame shall
be prevented by proper design and painting. Covers shall have "Sanitary
Sewer" cast into them. Covers shall have lifting holes suitable for
any lifting/jacking device. The lifting holes shall be designed so
that infiltration is prevented.
M.
A drop of at least 0.1 foot shall be provided between incoming and
outgoing sewers on all junction manholes and on manholes with bends
greater than 45°.
N.
Inverts and shelves/benches shall be placed after testing the manholes
and sewers.
O.
Benches shall be level and slope to the flow channel at about one
inch per foot.
P.
The minimum depth of the flow channel shall be the nominal diameter
of the smaller pipe. The channel shall have a steel trowel finish.
The flow channel shall have a smooth curvature from inlet to outlet.
Q.
Manhole frames, installed at grade, shall be set in a full bed of
mortar with no less than two nor more than four courses of brick underneath
to allow for later elevation adjustment. In lieu of brick, grade rings
may be used for elevation adjustment. Grade rings shall not exceed
six inches in depth. The total number of grade rings shall not exceed
12 inches in height, however, in no event shall more than three grade
rings be used.
R.
Manholes which extend above grade shall have the frames cast into
the manhole top plate. The top plate shall be securely anchored to
the manhole barrel, by a minimum of six 1/2-inch corrosion-resistant
anchor bolts, to prevent overturning when the cover is removed. The
anchor bolts shall be electrically isolated from the manhole frame
and cover.
S.
Internal drop pipes and fittings shall be PVC plastic sewer pipe
in compliance with ASTM D2241. Corrosion-resistant anchors shall be
used to attach the drop pipe to the inside surface of the manhole
barrel. Internal drops shall not be permitted in manholes less than
five feet in diameter.
T.
Outside drop manholes may be permitted with approval from the Director.
U.
Where a new connection must be installed, it shall be machine rotary
cored and shall not be hammered, chiseled or made by linear cutting
or impact tools.
V.
All connections shall be by Elastomeric Boot, specifically designed
and supplied for such connections.
A.
Low-pressure air tests shall conform to ASTM Specification F1417-11a
(Standard Practice for Installation Acceptance of Plastic Non-Pressure
Sewer Lines Using Low-Pressure Air) or latest revision. All sections
to be tested shall be cleaned and flushed, and shall have been backfilled,
prior to testing. Air shall be added until the internal pressure of
the test section is raised to approximately 4.0 psig. The air pressure
test shall be based on the time, measured in seconds, for the air
pressure to drop from 3.5 psig to 2.5 psig.
B.
Acceptance is based on limits tabulated in the "Specification Time
Required for a 1.0 psig Pressure Drop" in the Uni-Bell PVC Pipe Association
"Recommended Practice For Low-Pressure Air Testing of Installed Sewer
Pipe."
C.
Before pressure is applied to the line, all connections shall be
firmly plugged. Before the test period starts, the air shall be given
sufficient time to cool to ambient temperature in the test section.
D.
If the test section is below groundwater, the test pressure shall
be increased by an amount sufficient to compensate for groundwater
hydrostatic pressure; however, the test pressure shall not exceed
9 psi, or a lower pressure as required by the Director.
E.
The pressure test gauge shall have been recently calibrated, and
a copy of the calibration results shall be made available to the Director
prior to testing.
The test section shall be from manhole structure to manhole
structure. All connections and service laterals are to be plugged
and braced adequately to withstand the test pressure before starting
the test.
When approved by the Director, pipe lamping may be substituted for deflection testing as provided in § 445-40. Prior to testing, the section shall be lamped. Any length of pipe out of straight alignment shall be realigned.
Also prior to testing, all plastic pipe, in the test section,
shall be tested for deflection. Deflection testing shall involve the
pulling of a rigid ball or mandrel, whose diameter is 95% of the pipe
inside diameter, through the pipe. Any length of pipe with a deflection
greater than 5% shall be replaced. The test section shall be flushed
just prior to deflection testing. The test shall not be performed
with a mechanical pulling device.
A.
Vacuum testing shall be employed for testing of all manholes and
shall conform to ASTM C1244-11 (Standard Test Method for Concrete
Sewer Manholes by the Negative Air Pressure [Vacuum] Test Prior to
Backfill) or latest revision. All manholes to be tested shall be cleaned
and flushed, and shall have been backfilled, prior to testing. The
vacuum test shall be based on the time, measured in seconds, for the
vacuum to decrease from 10 inches of mercury to nine inches of mercury
for manholes.
B.
Acceptance of manholes is based on the following:
|
Manhole Depth
(feet)
|
Manhole Diameter
(feet)
|
Time to Drop 1 inch Hg (10 inches to 9 inches)
(seconds)
|
|---|---|---|
|
10 or less
|
4
|
120
|
|
10 to 15
|
4
|
150
|
|
15 to 25
|
4
|
180
|
C.
For five-foot-diameter manholes, add 30 seconds to the times above.
D.
For six-foot-diameter manholes, add 60 seconds to the times above.
E.
See tables in ASTM C1244-11 for additional diameters, depths and
test times.
F.
Manholes shall be tested from castings.
G.
If the test on the manhole fails (the time is less than that tabulated
above), necessary repairs shall be made and the vacuum test repeated,
until the manhole passes the test.
H.
The vacuum test gauge shall have been recently calibrated, and a
copy of the calibration results shall be made available to the Director
prior to testing.
Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 445-29. Additional design requirements are:
A.
Force main pipe material shall be:
(1)
Ductile iron pipe.
(a)
Pipe shall conform to ANSI A21.51 and ASTM 746-03. The minimum
wall thickness shall be Class 52 (ANSI A21.50). The pipe shall be
clearly marked with either "D" or "DUCTILE." Fittings shall conform
to ANSI A21.10.
(b)
Pipe and fittings shall be furnished with push-on joints conforming
to ANSI A21.11.
(c)
Pipe and fittings shall be cement mortar lined and have an internal
and external bituminous seal coating.
(2)
Polyvinyl chloride (PVC) plastic pipe. Pipe shall conform to ASTM
D2241. Materials used in the manufacture of PVC pipe shall meet ASTM
C1784. The minimum wall thickness shall be SDR-21. Fittings shall
conform to ASTM D2241. Joints and gaskets shall conform to ASTM D2241,
D1869, and F477.
(3)
Other pipe materials. Other pipe materials require prior written
approval of the Director before being installed.
C.
Joint preparation and assembly shall be in accordance with the manufacturer's
written instructions.
D.
Anchorages, concrete blocking, and/or mechanical restraint shall
be provided when there is a change of direction of 7 1/2°
or greater. All restraints shall be as designed by a professional
engineer registered in New York State.
E.
Drain valves shall be placed at low points.
F.
Automatic air relief valves shall be placed at high points.
G.
Air relief and drain valves shall be suitably protected from freezing.
H.
When the daily average design detention time, in the force main,
exceeds 20 minutes, the manhole and sewer line receiving the force
main discharge or the sewage shall be treated so that corrosion of
the manhole and the exiting line are prevented. The corrosion is caused
by sulfuric acid biochemically produced from hydrogen sulfide anaerobically
produced in the force main.
I.
The force main shall terminate, in the receiving manhole, at a PVC
plastic sewer pipe T. The vertical arms of the T shall be twice the
diameter of the force main. The upper arm shall be at least four feet
long; the lower arm shall terminate in a PVC plastic sewer pipe ninety-degree
elbow in a flow channel directed to the manhole exit pipe. The T and
its arms shall be securely fastened to the inside surface of the manhole
wall using corrosion-resistant anchors.
All force mains shall be subjected to hydrostatic pressure of
150% of the normal operating pressure. The duration of the test, at
pressure, shall be at least two hours. Before conducting the test,
the pipe shall be filled with water, and all air shall be expelled.
During the test, water shall be added, as needed, to maintain the
test pressure. The amount of water added shall be recorded so as to
calculate leakage. Leakage shall not exceed 25 gallons per day per
mile per inch nominal pipe diameter. During the test, the owner and
the Director shall walk the route of the force main and examine the
exposed pipe and the ground covering any backfilled pipe to discover
leaks. Leakage in excess of that specified above shall be corrected
with new material at the owner's expense and the test repeated. Any
observered leaks shall be repaired at the owner's expense. Each test
section length shall be as approved by the Director, but in no event
longer than 1,000 feet.
All sanitary sewers and extensions to sanitary sewers constructed
at the applicant's expense, after final approval and acceptance by
the Director, and concurrence by the City of Port Jervis Common Council,
shall become the property of the City of Port Jervis and shall thereafter
be operated and maintained by the City of Port Jervis. No sanitary
sewer shall be accepted by the City of Port Jervis until four copies
of as-built drawings have been so filed with the Director and the
Director has approved the submitted drawings. Said sewers, after their
acceptance by the City of Port Jervis, shall be guaranteed against
defects in materials or workmanship for one year, by the applicant.
The guarantee shall be in such form and contain such provision as
deemed necessary by the City of Port Jervis Common Council, secured
by a surety bond or such other security as the City of Port Jervis
Common Council may approve.
A.
All contractors engaged in connecting house laterals with sanitary
sewers, who perform any work within the right-of-way of any highway,
shall file a financial security in a form acceptable to the Director
in the amount of the improvements to be constructed with the City
of Port Jervis Clerk to indemnify the City of Port Jervis against
loss, cost, damage or expense sustained or recovered on account of
any negligence, omission or act of the applicant for such a permit,
or any of his, or their, agents arising or resulting directly or indirectly
by reason of such permit or consent, or of any act, construction or
excavation done, made or permitted under authority of such permit
or consent. All financial security shall contain a clause that permits
given by the City of Port Jervis Common Council may be revoked at
any time for just cause.
B.
Before commencing work, the above contractor shall file insurance
certificates with the City of Port Jervis Clerk for the following:
(1)
Workers' compensation and employer's liability insurance as required
by the laws of the state covering the contractor;
(2)
Personal injury liability having limits of not less than $500,000
each occurrence and $500,000 aggregate (completed operations/products,
personal injury);
(3)
Property damage liability having limits of not less than $500,000
for all damages arising during the life of the contract, and shall
include, but not be limited to, the following designated hazards:
(5)
Business excess liability insurance in the amount of $2,000,000.
(6)
All insurance policies must provide for five business days' notice
to the City of Port Jervis before cancellation and must cover all
liabilities of the City of Port Jervis and be in a form approved by
the City of Port Jervis Common Council and be in a satisfactory form
approved by the Council.
(7)
The minimum insurance limits shall be established and amended by
resolution of the City of Port Jervis Common Council.
C.
Where it is necessary to enter upon or excavate any highway or cut
any pavement, sidewalk or curbing, permission must be obtained from
the Director of Public Works if a City of Port Jervis street is involved,
from the County Department of Public Works if a County Highway is
involved and/or the New York State Department of Transportation if
a state highway is involved.
D.
The minimum insurance limits stated above shall be as established
by the City of Port Jervis Common Council and shall be subject to
periodic review and adjustment, as appropriate, by resolution of the
City of Port Jervis Common Council.
