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:
[1] 
Safety factor: one and five-tenths (1.5).
[2] 
Load factor: one and seven-tenths (1.7).
[3] 
Weight of soil: one hundred twenty (120) pounds per cubic foot.
[4] 
Wheel loading: sixteen thousand (16,000) pounds (AASHO HS-20).
(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.
D. 
Persons defined in § 164-2, Definitions, abbreviations and word usage, as significant industrial users must obtain an industrial wastewater discharge permit, described in § 164-14, discharge permits and pretreatment requirements, to discharge to the public sewers.
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:
(a) 
Fixed metering equipment;
(b) 
Timed filling of a vessel of known volume; or
(c) 
Through calculation, using estimated amounts of make-up (replenishment) solutions.
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:
[a] 
Once per calendar quarter on a day that is representative of normal operations; or
[b] 
Once per calendar year on a day that is representative of normal operations, only if the person maintains a log of the amount of silver-rich solutions being treated and discharged.
[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.