A.
Sewer pipe material. Sewer pipe material shall be:
(1)
Polyvinyl chloride (PVC) pipe. Heavy wall pipe shall
be made from Class 12454-B materials, or better, in accordance with
ANSI/ASTM Specification D-1784. Pipe and accessories shall conform
to the requirements of the following, with minimum pipe stiffness
of forty-six (46) psi at maximum deflection of five (5%) percent when
tested in accordance with ASTM D-2412. Pipe shall have SDR classification
of 35.
|
Pipe Diameters:
| |||
|
ANSI/ASTM
|
D 3034
|
(4” - 15”)
| |
|
ASTM
|
F 679 Type I
|
(18” - 27”)
|
(2)
Ductile iron pipe. Pipe, fittings and specials shall
be manufactured in accordance with ASTM Specification A-746. Pipe
shall have minimum thickness of Class 50. Fittings shall conform to
ANSI Specification A-21.11 and have minimum pressure class of one
hundred fifty (150) psi. All pipe and fittings shall be cement mortar
lined in accordance with ANSI Specification A-21.4, at twice the specified
thickness, and have internal and external bituminous seal coating.
Closure pieces shall be jointed by means of mechanical coupling of
the cast sleeve type.
(3)
Vitrified clay pipe - extra strength. Standard strength
vitrified clay pipe shall not be used. Pipe shall conform to current
requirements of National Clay Pipe Institute (NCPI) Specification
ER 3300-67 and meet requirements of ASTM Specification C 700.
(4)
Other pipe materials. Other pipe materials require
prior written approval of the Superintendent before being installed.
B.
Sewer construction. All sewers shall be constructed
as follows:
(1)
Minimum internal pipe diameter shall be eight (8)
inches for gravity sewers and two (2) 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.
(3)
Gaskets shall be continuous, solid, natural or synthetic
rubber and shall provide a positive compression seal in the assembled
joint, such that the requirements of the appropriate section of this
chapter are met.
(4)
Joint preparation and assembly shall be in accordance
with the manufacturer's recommendations.
(5)
Wye branch fittings, as approved by the Superintendent,
shall be installed, for connection of street laterals, in accordance
with the appropriate section of this chapter.
(6)
Selection of pipe class.
(a)
Selection of pipe class shall be predicated
on the following minimum criteria:
(b)
Utilizing the foregoing, design shall be made
as outlined in Chapter IX of the Water Environment 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. PVC pipe shall not be encased in concrete due
to their different coefficients of linear thermal expansion.
(7)
Cleanouts for low pressure sewers shall be placed
at intervals of approximately four hundred (400) to five hundred (500)
feet, at major changes of direction, where one collection main joins
another main, and at the upstream end of each main branch.
(8)
The design of the cleanouts shall be as approved by
the Superintendent.
(9)
Design of all manholes shall be submitted to the Superintendent
and shall receive approval prior to placement.
(10)
Manholes shall be placed where there is a change
in slope or alignment, and at intervals not exceeding four hundred
(400) linear feet for sewers fifteen (15) inches in diameter or less,
except as authorized by the Superintendent. Greater spacing may be
allowed for larger diameter sewers.
(11)
Manhole bases shall be constructed or placed
on a minimum of six (6) inches of crusher run max, one-half (1/2)
inch stone free of organic materials.
(12)
Manhole bases shall be constructed of four thousand
(4,000) psi (twenty-eight day) concrete eight (8) 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 (6) inches beyond the outside walls of lower manhole sections.
Precast manhole bases shall extend at least six (6) inches beyond
the outside walls of lower manhole sections.
(13)
Manholes.
(a)
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
|
(b)
All sections shall be cast solid, without lifting
holes. Flat top slabs shall be a minimum of eight (8) inches thick
and shall be capable of supporting a H-20 loading.
(14)
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.
(15)
All joints shall be sealed against infiltration.
All metal parts shall be thickly coated with bitumastic or elastomeric
compound to prevent corrosion.
(16)
No holes shall be cut into the manhole sections
closer than six (6) inches from joint surfaces.
(17)
Manholes which extend above grade not have an
eccentric top section. The top slab shall be large enough to accommodate
the cover lifting device and the cover.
(18)
The elevation of the top section shall be such
that the cover frame top elevation is zero and five-tenths (0.5) foot
above the one-hundred-year flood elevation (in a field), zero and
five-tenths (0.5) foot above a lawn elevation, or at firnished road
or sidewalk grade. The area around the manhole shall be graded so
as not to create a tripping hazard.
(19)
When located in a travelled 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 twenty-four (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. Cover 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.
(20)
A drop of at least zero and one-tenth (0.10)
foot shall be provided between incoming and outgoing sewers on all
junction manholes and on manholes with bends greater than forty-five
degrees (45°).
(21)
Inverts and shelves/benches shall be placed
after testing the manholes and sewers.
(22)
Benches shall be level and slope to the flow
channel at about one (1) inch per foot.
(23)
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.
(24)
Manhole frames, installed at grade, shall be
set in a full bed of mortar with no less than two (2) nor more than
four (4) courses of concrete brick underneath to allow for later elevation
adjustment. In lieu of concrete brick, grade rings may be used for
elevation adjustment. Grade rings shall not exceed six (6) inches
in height. The total number of grade rings shall not exceed twelve
(12) inches in height; however, in no event shall more than three
(3) grade rings be used.
(25)
Manholes which extend above grade shall have
the frames cast into the manhole top slab. The frame shall be securely
anchored to the manhole barrel, by a minimum of six (6) one-half-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.
(26)
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. The design of the drop pipe assembly shall
be submitted to the Superintendent and shall receive approval prior
to installation.
(27)
Force mains serving sewage lifting devices,
such as grinder pumps and pump stations, shall be designed in accordance
with the appropriate section of this chapter. Additional design requirements
are:
(a)
Force main pipe material shall be:
[1]
Ductile iron pipe.
[a]
Pipe shall conform to ANSI A21.51.
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 Superintendent before being installed.
[4]
Trenching, bedding and backing shall be in accordance
with the appropriate section of this chapter.
(b)
Joint preparation and assembly shall be in accordance
with the manufacturer's written instructions.
(c)
Anchorages, concrete blocking and/or mechanical
restraint shall be provided when there is a change of direction of
twenty-two and one-half degrees (22 1/2°) or greater.
(d)
Drain valves shall be placed at low points.
(e)
Automatic air relief valves be placed at high
points and at four-hundred-foot intervals on level force main runs.
(f)
Air relief and valves shall be suitably protected
from freezing.
(g)
When the daily average design detention time,
in the force main, exceeds twenty (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 existing line are prevented.
(h)
The force 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 (4) 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.
(i)
All force mains shall be subjected to hydrostatic
pressure of seventy-five (75) psi minimum, or one hundred fifty (150%)
percent of the normal operating pressure, whichever is greater. The
duration of the test, at pressure, shall be at least six (6) hours.
Alternate test conditions are to subject the force main to a hydrostatic
pressure of two hundred (200) psi for two (2) hours without leakage.
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
twenty-five (25) gallons per twenty-four (24) hours per mile per nominal
pipe diameter in inches. During the test, the owner and the Superintendent
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 owners expense and the test repeat. Any observed leaks shall
be repaired at the owner's expense. Each test section length shall
be as approved by the Superintendent, but in no event longer than
one thousand (1,000) feet.
(28)
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 proper and timely notice regarding disconnection
of utilities.
(29)
The construction right-of-way shall cleared only to the extent needed for construction, consistent with Chapter 186, Trees, of the Town Code. Cleaning 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 which 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. A permit shall be obtained from the Town Highway Department to open any town road or remove any tree along a town right-of-way.
(30)
The public shall be protected from personal
and property damage as a result of the construction work.
(31)
Traffic shall be maintained at all times in
accordance with applicable highway permits. Where no highway permits
are required, at least one-half (1/2) of a shall be kept open for
traffic flow.
(32)
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
with methods such as 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.
(33)
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 Highway Superintendent,
before trench excavation is initiated.
(34)
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. A permit shall be obtained from the Long Island Rail
Road for any excavation under their railroad tracks.
(35)
Open trenches shall be protected at all hours
of the day with barricades, signs and lights as required.
(36)
Trenches shall not be open for more than thirty
(30) feet in advance of pipe installation nor left unfilled for more
than thirty (30) feet in the rear of the installed pipe, when the
work is in progress, without permission of the Superintendent. When
work is not in progress, including overnight, weekends and holidays,
the trench shall be backfilled to ground surface.
(37)
The trench shall be excavated approximately
six (6) inches deeper than final the pipe grade. When unsuitable soils
are encountered, these shall be excavated to a maximum depth of two
and one-half (2 1/2) feet below the final pipe invert grade and
replaced with select materials.
(38)
Ledge rock, boulders and large stones shall
be removed from the trench sides and bottom. The trench shall be over-excavated
at least twelve (12) inches for five (5) feet, at the transition from
rock bottom to earth bottom, centered on the transition.
(39)
Maintenance of grade, elevation and alignment
shall be done by some suitable method or combination of methods.
(40)
No structure be undercut unless specifically
approved by the Superintendent.
(41)
Proper devices shall be provided and maintained
operational at all times, to remove all water from the trench as it
enters. At no time shall the sewer line be used for removal of water
from the trench.
(42)
To protect workers and to prevent caving, shoring
and sheeting shall be provided in accordance with OSHA regulations.
Caving shall not be used to backfill the trench. Sheeting shall not
be removed but cut, off no lower than one (1) foot above the pipe
crown nor no higher than one (1) foot below final grade, and left
in the trench, during backfill operations, unless otherwise approved
by the Superintendent.
(43)
The pipe barrel shall be supported, along its
entire length, on a minimum of six (6) inches of crusher run maximum
one-half-inch stone free of organic material. This foundation shall
be firmly tamped in the excavation. At the discretion of the Superintendent,
sand may be used as a substitute support material.
(44)
Bell holes shall be hand excavated, as appropriate.
(45)
Pipe shall be laid from low elevation to high
elevation. The pipe bell shall be up-gadient; the pipe spigot shall
be down-gradient.
(46)
Joint preparation and assembly shall be in accordance
with the manufacturer's written instructions.
(47)
The grade and alignment shall be checked and
made correct. The pipe shall be in alignment. Any negotiation of curves
shall be at manholes, except when site conditions require alternative
pipe laying procedures. These alternative procedures, including bending
the pipe barrel, deflecting the joint and using special fittings,
shall require prior written approval of the plans and also written
confirmation approval of need by the Superintendent after examination
of the site conditions.
(48)
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 zero and eight-tenths (0.8)
depth of both sewers at the same elevation.
(49)
Crushed stone shall be placed over the laid
pipe to a depth of at least six (6) 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.
(50)
The migration of fines from surrounding backfill
or native soils shall be restricted by gradation of embedment materials
or use of suitable filter fabric.
(51)
The remaining portion of the trench above the
pipe embedment shall be backfilled in one-half-foot lifts which shall
be firmly compacted. Compaction near/under roadways, driveways, sidewalks
and other structures shall be to ninety-five (95%) percent of the
maximum moisture-density relationship, as determined by ASTM Specification
D698, Method D. Ice, snow or frozen material shall not be used for
backfill.
A.
Infiltration tests. All sanitary sewers, or extensions
to sanitary sewers, including manholes, shall satisfy requirements
of a final infiltration test before they will be approved and wastewater
flow permitted by the district. The infiltration rate shall not exceed
twenty-five (25) gallons per twenty-four (24) hours per mile per nominal
pipe diameter in inches. The applicant shall have the responsibility
for making proper and accurate measurements required.
B.
Exfiltration tests. An exfiltration test may be substituted
for the infiltration test; the same rate shall not be exceeded. The
exfiltration test shall be performed by applicant, under the supervision
of the Superintendent. The applicant shall have responsibility for
making proper and accurate measurements required. The exfiltration
test consists of:
(1)
Filing the pipe with water, to provide a head of at least five (5) feet above the top of the pipe or five (5) feet above groundwater, whichever is higher, at the highest point under test. Then measuring the loss of water, from the pipe section under test, by the amount of water which must be added to maintain the original level. However, under no circumstances shall the head at the downstream manhole exceed ten (10) feet or fill to within six (6) inches of the top of the downstream manhole. Should this condition prevail, the testing methods in Subsection B(6) and (7) of this section shall be utilized. In this test, the test section must remain filled with water for at least twenty-four (24) hours prior to taking any measurements. Exfiltration shall be measured by the drop of water level in a standpipe with a closed bottom end, or in one of the sewer manholes serving the test section. When a standpipe and plug arrangement is used in the upper manhole in the test section, there shall be some positive method for releasing entrapped air prior to taking any measurements.
(2)
The test section shall be as ordered or as approved,
but in no event longer than one thousand (1,000) feet. In the case
of sewers laid on steep grades, the test length may be limited by
the maximum allowable internal pressure on the pipe and joints at
the lower end of the test section. For purposes of determining the
leakage rate of the test section, manholes shall be considered as
sections of forty-eight-inch diameter pipe, five (5) feet long. The
maximum allowable leakage rate for such a section is one and one-tenth
gallons per twenty-four (24) hours. If leakage exceeds the allowable
rate, then necessary repairs or replacements shall be made and the
section retested, until an acceptable test is achieved.
(3)
The test period, during which the test measurements
are taken, shall not be less than two (2) hours.
(4)
Prior to testing, the section shall be lamped. Any
length of pipe out of straight alignment shall be realigned.
(5)
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
ninety-six (96%) percent of the pipe inside diameter, through the
pipe. Any length of pipe with a deflection greater than four (4%)
percent 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.
(6)
Low pressure air testing.
(a)
In lieu of hydrostatic testing (exfiltration
or infiltration), low pressure air testing may be employed. Low pressure
air tests shall conform to ASTM Specification C 828. 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 four and zero-tenths (4.0)
PSIG. The air pressure test shall be based on the time, measured in
seconds, for the air pressure to drop from three and five-tenths (3.5)
PSIG to two and five-tenths (2.5) PSIG. Acceptance is based on limits
tabulated in the Specification Time Required for a one and zero-tenths
(1.0) PSIG Pressure Drop in the Uni-Bell PVC Pipe Association Recommended
Practice For Low-Pressure Air Testing of Installed Sewer Pipe. 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.
(b)
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 ten (10) PSI, or a lower pressure as required by the Superintendent.
(c)
The pressure test gauge shall have been recently
calibrated, and a copy of the calibration results shall be made available
to the Superintendent prior to testing.
(7)
Vacuum testing.
(a)
In lieu of hydrostatic testing (exfiltration
or infiltration), vacuum testing may be employed for testing of sewer
lines and manholes. Sewer lines and manholes shall be tested separately.
All sewer lines 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
ten (10) inches of mercury to nine (9) inches of mercury for manholes,
and from seven (7) inches of mercury to six (6) inches of mercury
for sewers.
(b)
Acceptance of manholes is based on the following:
|
Manhole Depth
(feet)
|
Manhole Diameter
(feet)
|
Time to Drop from 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 thirty
(30) seconds to the times above.
(d)
For six-foot-diameter manholes, add sixty (60)
seconds to the times above.
(e)
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.
(f)
Acceptance of sewers based on a decrease in
vacuum pressure from seven (7) inches to six (6) inches Hg is based
on the time tabulated in the Specification Time Required for a zero
and five-tenths (0.5) PSIG Pressure Drop in the Uni-Bell PVC Pipe
Association Recommended Practice For Low-Pressure Air Testing of Installed
Sewer Pipe.
(g)
The vacuum test gauge shall have been recently
calibrated, and a copy of the calibration results shall be made available
to the Superintendent prior to testing.
(8)
All sources of water used for filling of pipes for
testing shall be properly protected from cross-connection by an approved
NYSDOH device.
A.
All pretreatment technology installed pursuant to
these regulations shall be appropriately sized, in accordance with
manufacturer's specifications, to achieve the minimum percent recovery
of silver, required by the applicable subsections of this section,
from silver-rich solutions. The pretreatment technology shall be installed,
operated and maintained in accordance with manufacturer's specifications.
Written records concerning the selected sizing criteria and recommended
specifications shall be maintained at the facility at all times.
B.
In lieu of complying with any of the requirements
of Appendix C, any person discharging total silver halide process
wastewater to the public sewerage system may have all silver-rich
solutions transported off-site for recovery, reclamation and/or refinement,
in accordance with all applicable federal, state and county regulations.
Any person that exercises this option shall retain the most recent
manifest and/or a vendor certification, and/or other documentation
regarding the disposal of silver-rich solutions. Such documentation
shall include, but not be limited to, the name of the transporter,
the quantity of silver-rich solutions removed from their facility
and where and how the silver-rich solutions are disposed.
C.
All required records and measurements made by persons at their facility pursuant to this section shall be available at all times at the person's facility, for the time periods indicated in Subsection H of this section, for inspection and copying upon request by the Superintendent. For persons employing outside contractors to maintain their pretreatment systems, a certification from the vendor that the applicable requirements of this part are being complied with must be kept at the person's facility, for the time periods indicated in Subsection H of this section, for inspection and copying upon request by the Superintendent.
E.
Persons subject to the requirements of this section
must install and operate the applicable pretreatment technology(s).
Equivalent pretreatment technology(s) may only be used if preapproved
by the Superintendent.
F.
Design of pretreatment technology shall be based upon
percent recovery of silver-rich solutions. The Superintendent may,
upon written request, consider reducing the design-recovery percentage
required in these regulations for persons using silver-halide processes
with in-line recovery, such as closed loop or recirculated electrolytic
desilvering.
G.
Quantities; flows.
(1)
The quantities of all total silver halide process
wastewater discharges (i.e., flow rates) shall be gauged and recorded
in a log book as follows:
(a)
One day per month, for persons discharging one
hundred (100) gallons per day or more of total silver halide process
wastewater;
(b)
One day per calendar quarter, for persons discharging
less than one hundred (100) gallons per day of total silver halide
process wastewater; or
(c)
One day per calendar year, for persons discharging
less than one hundred (100) gallons per day of total silver halide
process wastewater and who are complying with Subsection H(1)(a)[2][b]
of this section.
(2)
Flows shall be recorded as the daily amount of all
total silver halide process wastewater that are discharged to the
public sewer. The day that is selected for gauging and for sampling
must be representative of a normal production day. Flows should be
determined either through through the use of:
H.
Best management practices plan.
(1)
Any person that discharges total silver halide process
wastewater to the public sewer system, including but not limited to
photofinishers, printers, publishers, hospitals, dentists, X-ray laboratories
and similar operations, shall prepare and implement a best management
practices plan (BMPP). The BMPP shall include, but not be limited
to, the following:
(a)
Any person that discharges less than one hundred
(100) gallons per day of total silver halide process wastewater shall:
[1]
Install and continually operate metallic replacement
pretreatment technology designed to recover at least ninety (90%)
percent of the silver from the silver-rich solutions processed.
[2]
Test for the silver concentration in the influent
and effluent from the silver recovery unit(s) using silver estimating
paper and/or test kits at least:
[3]
Measure representative daily quantities of total
silver halide process wastewater discharged to the public sewer.
[4]
Keep written records of pretreatment technology
maintenance.
[5]
Keep written records of the date any new pretreatment
technology is brought into service.
[6]
Keep all measurements and records by this section
at their facility for at least three (3) years from the date such
records and measurements are made.
I.
Any person that discharges over one hundred (100)
gallons per day of total silver halide wastewater to the public sewer
shall be required to achieve a level of treatment appropriate to the
size of the facility, as determined by the Superintendent.
