A. 
Limits of excavation.
(1) 
Excavations shall be made to the approved lines which shall be of sufficient width outside the structures to give room for placing and removing forms for concrete and for forming pipe joints. Excavations for all structures shall not be plowed, scraped, or machine-dug closer than three inches to the finished subgrade. The last three inches of depth for all structures including pipe shall be removed with pick and shovel to the exact lines and grades just before placing foundation material, or pipe supports. Due allowance shall be made for excavating to a depth below the pipe invert to accommodate foundation material or pipe supports. Bell holes shall be hand excavated for any pipe with a bell dimension larger than the pipe barrel.
(2) 
In general, the widths of pipe trenches shall not be wider than the outside diameter of the pipe barrel plus two feet at the level of one foot above the top of the pipe unless otherwise approved.
(3) 
Blasting for rock excavation will be permitted only on approval of methods and in compliance with applicable federal, state and local regulations.
B. 
Storage and disposal.
(1) 
Excavated material, which is suitable and approved for backfill and fill shall be placed in storage piles unless or until it can be placed in the work. It shall not be placed close to the sides of excavations, where the weight of the material could create a surcharge on such sides, whether sheeted or not.
(2) 
Unsuitable material, or material in excess of that required for fill, backfill or other purposes, including any stored surplus, shall be disposed of away from the sewer construction site.
C. 
Sheeting and bracing. Where excavations are made with sides which require supporting, sheeting and bracing shall be used, of sufficient strength to sustain the sides of the excavations and to prevent movement which could in any way injure the work, or diminish the working space sufficiently to delay the work. Sheeting shall be of a material that will not split while being driven. Sheeting and bracing shall conform to the requirements of the "Construction Safety Code" of the Bureau of Engineering and Safety of the New Jersey Department of Labor and Industry, and to OSHA requirements.
D. 
Dewatering. The contractor shall provide, operate and maintain satisfactory facilities and equipment including well points, and coffer-dams if necessary, with which to contain, collect and pump all water entering excavations or other parts of the work to suitable places for disposal. All excavations shall be kept free of water until the work or structure to be built therein is completed.
E. 
Backfill and fill.
(1) 
All backfill and fill under pipes and all structures shall consist of suitable approved foundation material. All other backfill and fill, unless otherwise specified or required, shall consist of a suitable selected and approved earth or sand generally from storage of approved suitable excavated material, free from rejected organic matter, boggy, peaty humus or other unsuitable material such as unconsolidated silt, rubbish waste, ashes or cinders and with less than 15% of size 200 sieve material. If sufficient suitable material for backfill is not available from the excavated material, as determined by the Engineer, the contractor shall procure elsewhere a sufficient quantity of suitable bank run sand gravel and shall furnish and place such material. No frozen earth shall be used for backfill, and all stones more than six inches in the largest dimension shall be removed from acceptable earth for fill.
(2) 
Backfills and fills shall be made to the slopes, grades, and elevations shown on the contract drawings. Backfills shall be compacted, as herein under specified, to a density at least equal to that of the adjacent undisturbed soil, so as to avoid future unequal settlement.
(3) 
No backfill shall be placed until the structure has been inspected in place and approved. Backfilling shall be carried out as soon as possible after such approval.
F. 
Placing and compacting backfill.
(1) 
Trenches shall be backfilled from the top of the foundation material to a depth of not less than 12 inches over the pipes using only bank run sand and gravel. Such material shall be uniformly placed on each side of the pipe in six-inch layers, wetted as required, and firmly compacted by approved tamping machines. Care shall be taken not to damage the pipe. After a compacted coverage of 12 inches has been made, the remainder of the trench shall be backfilled and mechanically compacted in twelve-inch lifts, unless otherwise approved by the Engineer, to obtain a maximum 90% Modified Proctor Density to a point three feet below the road surface. From this point, a minimum 95% Modified Proctor Density is required. Smaller lifts shall be required if this density is not obtained. The backfill material shall be wet or dry as required to obtain the required density.
(2) 
When the trench is not in or across a dedicated street, or right-of-way, or any other place where pavement is not to be constructed, backfill shall be compacted to obtain a minimum 90% Modified Proctor Density.
(3) 
Puddling for compaction will not be permitted except as approved by the Township Engineer. Bulldozing of backfill material into trenches will be prohibited unless it is done in uniformly spread layers, not over 12 inches thick and immediately machine tamped. The developer shall provide material as required to compensate for settlement of backfill and fill.
(4) 
When sheeting is being withdrawn, all cavities left thereby shall be filled with suitable granular earth, hosed or tamped in place so as to thoroughly fill all voids.
(5) 
The densities referred to above shall be based upon the latest Standard Test Methods for Moisture Density Relations of Soils and Soil Aggregate Mixtures Using 10 lb. Rammer and 18 inches Drop, ASTM Designation D-1557. Density control in the field shall be based on the latest Test for Density of Soil in Place by Sand/Cone Method, ASTM Designation D-1556.
G. 
Foundation material.
(1) 
Foundation material used for pipe bedding, from a minimum six inch distance below the pipe invert to the lower quarter point of the pipe, shall be bank run sand and gravel or broken stone. Polyvinyl chloride pipe shall use broken stone or gravel. Pipe embedment material from the lower quarter point to 12 inches above the top of the pipe shall be bank run sand and gravel.
(2) 
Bank run sand and gravel and broken stone shall conform to the requirements of the New Jersey Department of Transportation, 2007 Revision, Standard Specifications for Road and Bridge Construction, Section 901, Aggregates. Backrun sand and gravel shall be in conformance with Subsection 901.11, Soil Aggregate, Table 901.11-1 Standard Soil Aggregate Gradations, Gradation size I-3 or I-8. Broken stone shall be in conformance with Subsection 901.03, Coarse Aggregate, Table 901.03-1, Standard Sizes of Course Aggregate, Size No. 57 (3/4"). Frozen and lumpy material shall not be used.
(3) 
All foundation material shall be placed and compacted as directed and approved by the Engineer.
H. 
Construction safeguards. All excavation for sewers and/or house connections shall be adequately guarded with barricades and lights so as to protect the public from hazard. Streets, sidewalks, driveways, curbs, parkways and other public property disturbed in the course of the work shall be restored in a manner satisfactory to the Township of Allamuchy.
A. 
Pipe material. Gravity sewer and house connection pipe shall be either PVC or ductile iron pipe at the contractor's option. Force mains shall be ductile iron. Pipe materials, fittings and installation shall conform to the applicable provisions of the following paragraphs.
B. 
PVC gravity sewer pipe.
(1) 
This specification designates general requirements for polyvinyl chloride (PVC) plastic gravity sewer pipe with integral wall bell and spigot joints for the conveyance of domestic sewage.
(2) 
Pipe and fittings shall meet minimum strength of SDR 35 and the be manufactured and tested to conform to the latest ASTM Specification D3034 for Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings.
(3) 
All pipe shall be suitable for use as a gravity sewer conduit. Provisions must be made for contraction and expansion at each joint with a rubber ring. The bell shall consist of an integral wall section with a solid cross-section rubber ring factory assembled, securely "locked in" place to prevent displacement. Sizes and dimensions shall be as shown in this specification. Standard laying lengths shall be 20 feet.
(4) 
All fittings and accessories shall be as manufactured and furnished by the pipe supplier or approved equal and have bell and/or spigot configurations compatible with that of the pipe.
(5) 
Installation of PVC piping shall conform to the bedding details shown on the Township of Allamuchy Standard Sanitary Sewer Details.
(6) 
The temperature of the pipe shall be controlled during storage and installation to prevent linear expansions or contractions that may stress pipe joints.
(7) 
The pipe shall be capable of carrying a trench load equal to 25 feet of cover. Under conditions of maximum cover, the pipe shall be adequate to maintain a factor of safety of two against collapse. Cross-sectional deflection shall be less than 5% after cover material has been placed and compacted. Axial deflection shall be less than 1/4 inch per 10 lineal feet of pipe. Before acceptance, a mandrel shall be passed through the pipe, of a size needed to check the clearance.
C. 
Ductile iron force main pipe.
(1) 
All ductile iron pipe and fittings shall conform in all respects to ANSI/AWWA Standard C-151/A21.51, latest revision. Pressure pipe shall have a minimum thickness Class of 52 and gravity sewers shall be a minimum of Class 50. Flexible joint pipe shall be equal to the "Tyton Joint" pipe manufactured by the United States Pipe and Foundry Company, "Super Bell-Tite Push-On Joint" pipe manufactured by Griffon Pipe Products Company or equal conforming to the latest edition of American National Standard for Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings, ANSI/AWWA Designation A21.11/C-111. Gaskets shall be full faced, furnished with plain tips. Gasket dimensions shall be in accordance with the manufacturer's standard design of dimensions and tolerances.
(2) 
Plain ends of pipe for coupling joints shall be prepared in strict accordance with the requirements and instructions of the manufacturer of the coupling to be used.
(3) 
All ductile iron pipe shall be externally coated with a uniform thickness (approximately one mm thick) of hot-applied asphalt coating. The finished coating shall be neither brittle when cold, nor sticky when exposed to the sun, and shall be strongly adherent to the pipe. The inside shall have cement mortar linings and bituminous seal coating in accordance with the latest ANSI/AWWA Designation C 104/A21.4 for Cement-Mortar Lining for Cast Iron and Ductile Iron Pipe and Fittings for Water.
(4) 
For pressure pipe, where horizontal and vertical bends of 22 1/2° or greater are proposed, force main pipe shall be harnessed back a minimum of 20 feet or two full pipe lengths, whichever is greater, in both directions. Actual harnessed lengths shall be related to maximum pressure and pipe diameter, and shall be approved by the Township. Harness rods shall be the same size as the bolts for mechanical joint pipe, AISC, A-50 high strength steel, conforming to the requirements of ASTM Designation A325. Where harness rods are used in conjunction with bell/spigot joint pipe, approved socket clamps shall be installed to brace the pipe bells against movement. The set bolts in all clamps shall be torqued to a minimum of 70 foot-lbs. to provide an adequate friction fit against movement.
(5) 
All harness roads, clamps, and connectors shall be coated with two coats of Epolon 22 Black Mastic as manufactured by Con-Lux Coatings (Sherwin-Williams), eight mil. per coat, or equal. Thrust blocks will not be used in future or existing street locations.
(6) 
Ductile iron pipe fittings for pressure pipe (including bends, tees, etc.) shall be furnished with mechanical joint bells on all inlets, outlets, and branches even though they may be used with flexible joint pipe. Flexible couplings shall be constructed of steel and shall be equal to Style 38 of the Dresser Manufacturing Division, or the similar product of the Smith Blair Corp.
D. 
Polyvinyl Chloride (PVC) Force Main Pipe.
(1) 
Force main piping shall be Schedule 80 PVC pipe and shall conform to the requirements of ASTM D1785, latest edition.
(2) 
All fittings shall be Schedule 80 PVC (Polyvinyl Chloride) and shall conform to latest edition of ASTM D2466. Joints are to be solvent-welded. Solvent cement shall conform to the latest edition of ASTM D2564 "Solvent Cements for PVC Plastic Pipe and Fittings."
E. 
House connections.
(1) 
House connections shall be as shown on the typical details, and specified herein. Except as otherwise shown, house connections shall be a minimum of four inches in diameter. The contractor has the option of furnishing and installing PVC (SDR 35) with a minimum wall thickness of 0.18 inch, or Ductile Iron Pipe Class 52. Fittings shall conform to the applicable provisions of the various pipe specifications as detailed hereinabove.
(2) 
Watertight plugs or caps, as approved by the Engineer, shall be provided at the end of all house connections. Only watertight plugs with gaskets shall be provided at the end of all house connections, which are capable of withstanding exfiltration testing. Curb cleanouts shall be as shown on the "Standard Detail Sheets" and shall be equipped with recessed brass plugs, and with "Fernco" Donut-type adapters in order to relieve stress on the pipe. All cleanout plugs shall be vented.
(3) 
The contractor shall mark the curb or pavement opposite the end of each house connection, in a suitable and approved permanent manner, with at least three distance measurements to permanent locations.
(4) 
The contractor shall be responsible for installing house connections on all improved building lots whether house connections are shown on the drawing or not.
(5) 
Service laterals beyond the curb cleanout shall be a minimum of four inches in diameter, as required by the Township. Pipe joints of dissimilar material shall be made only with approved adapters. All house connection laterals shall have a minimum cover of 36 inches, unless otherwise approved.
(6) 
Check valves of an approved type will be required in all building sewers, house connections, or laterals, which serve fixtures below the street level. Further, check valves will be required on any new building sewer where the lowest fixture is below the rim of the next upstream manhole.
F. 
Pipe laying and installation.
(1) 
All pipe fittings shall be installed to the lines, elevations and grades shown or ordered, and in accordance with the manufacturer's recommendations.
(2) 
Suitable tools and equipment shall be used for proper handling, storing and laying of pipe and fittings. In order to avoid damage to interior coatings, lifting hooks or bars shall not be inserted therein.
(3) 
O-rings and gaskets shall be stored in locations where air temperatures are maintained within the manufacturer's tolerances.
(4) 
Each pipe and fitting shall be checked for defects and injuries as installation proceeds. Imperfect pipe materials shall be rejected and removed from the work. Pipe found to be defective after installation shall be removed and replaced by undamaged material.
(5) 
The contractor shall excavate and dewater the trench below the pipe invert, to limits shown or ordered, and place the pipe on foundation material, as shown, specified or ordered.
(6) 
A temporary leak proof bulkhead type plug shall be installed in the upstream (inlet) side of the manhole furthest downstream in any sewer or branch under construction and shall remain intact and unloosened until permission to remove it is received from the Township. The plug shall be securely tied to a manhole rung to insure against its being carried downstream.
G. 
Testing. The contractor shall submit pipe certifications from pipe manufacturers for showing the pipe has been manufactured in accordance with the requirements specified herein.
H. 
Leakage tests - gravity sewers.
(1) 
Leakage tests shall be performed on all gravity sewers and appurtenant structures prior to acceptance. Leakage will be determined by infiltration tests or by exfiltration tests as specified herein and as directed by the Engineer. Low pressure air tests may be used in lieu of infiltration/exfiltration tests with approval of the Engineer.
(2) 
A maximum allowable amount of infiltration or exfiltration as determined by tests, shall be at a rate of not more than 100 gallons per inch of pipe diameter per mile of sewer per 24 hours. There shall be no gushing or spurting streams of water into or from the sewer. The phrase "per mile of sewer" shall refer to the total length of sewer measured through manholes. The contractor shall supply all labor and equipment necessary for the proper performance of leakage tests.
I. 
Infiltration tests. The groundwater leakage into the gravity sewer will be measured at such point or points as the Engineer may direct. The contractor shall construct such weirs or means of measurement as shall be required, install pipe plugs, and shall perform all pumping deemed necessary by the Engineer to enable the test to be properly made.
J. 
Exfiltration tests. When directed by the Engineer an exfiltration test shall be performed by subjecting the section of gravity sewer to be tested to an internal hydrostatic pressure test. The low end of the section of sewer to be tested shall be closed and the entire test section of sewer, including manholes, shall be filled with clean water so as to obtain a minimum level two feet above the top of the pipe in the upstream manhole. The rate of leakage from each section of sewer being tested will be determined by the Engineer by measuring the amount of water required to maintain a constant head of water above the top of the pipes for the full length of each section of the sewer being tested. The test shall be conducted for a minimum of four hours.
K. 
Air test.
(1) 
Low pressure air test shall conform to the Uni-Bell Plastic Pipe Association Recommended Practice UNI-B-6, "Low Pressure Air Testing of Installed Sewer Pipe," except as modified herein. This test method shall apply to all pipe materials. The section of line to be tested shall be plugged and air at low pressure introduced into the line. The gravity sewer pipe shall be tested under five psi pressure and shall be maintained for a period of five minutes with no pressure drop. If the pressure drops during the test time, the line will be presumed to have failed.
(2) 
Should the infiltration, exfiltration, or air test of any section of sewer show a rate of leakage into or from the sewers exceeding the maximum allowable rate of infiltration or exfiltration specified above, the contractor shall locate, repair, or replace defective work in a manner directed by the Engineer. The entire section of sewer shall then be retested to determine if the infiltration/exfiltration rate meets the limits presented in this specification.
L. 
Television inspection. Video inspection of sewers shall be used wherever, in the opinion of the Engineer, other tests cannot be performed.
M. 
Leakage tests - pressure pipe.
(1) 
All pipe shall be pressure tested a minimum of seven days after the last concrete thrust block has been cast if constructed with normal Portland cement.
(2) 
Hydrostatic testing of the force main pipe shall conform to the latest edition of AWWA Standard C-600, Section 4 and AWWA Standard C-603, Section 19, respectively.
(3) 
The pressure test shall be performed by increasing the hydrostatic pressure to a specified value and maintaining that pressure for a period of one hour. Any pipe, fittings, or valves found defective shall be replaced. Prior to performing the test, all air pockets and bubble may be eliminated. Hydrostatic test pressure shall be 1 1/2 times the working pressure or a minimum of 150 psi at the highest point of the system unless approved otherwise by the Engineer.
(4) 
The leakage test may be performed concurrently with the pressure test. If no pressure drop is seen during pressure test, the leakage test may be waived by the Engineer. If leakage is encountered during the hydrostatic test, the contractor shall begin this leakage test which shall be accomplished by increasing the hydrostatic pressure to a specified value and maintaining of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain the specified leakage test pressure after the air in the pipeline has been expelled. The hydrostatic pressure for the leakage test shall be 150 psi. The leakage from each portion of the pipeline being tested shall conform to the following equation:
L =
S D (P)
133,200
Where:
L
=
is the allowable leakage in gallons per hours
S
=
is the length of pipe being tested
D
=
is the nominal diameter of the pipe in inches
P
=
is the average test pressure during the leakage test in pounds per square inch gauge
(5) 
The contractor shall provide all necessary facilities, water or compressed air, gauges, temporary bulkheads, weirs and other measuring devices, pumps and labor, as required and approved.
(6) 
The contractor shall notify the Engineer five days in advance of the time the test is to be made. No test shall be accepted unless witnessed by the Engineer, his authorized representative or an authorized representative of the Township, and all test or repair methods must be approved in advance.
N. 
Sewer pipe cleaning.
(1) 
After testing and before final acceptance of the work, the contractor shall clean the entire sewer system, unless such procedures are specifically waived by the Township. The cleaning method employed shall utilize Jet-Vac Sewer Cleaner or approved equal, and all material collected at the downstream end of the system shall be removed by vacuuming, and shall not pass downstream.
(2) 
Upon completion and visual acceptance, all lines are to be internally examined using a television camera, to check for improper joints, off-grade pipe, and damaged pipe. The inspection is to be witnessed on a monitor screen by Township personnel, or video tape is to be furnished, as approved.
A. 
Precast concrete manholes.
(1) 
Unless otherwise approved, manholes shall be constructed of precast reinforced concrete riser sections, an eccentric conical or flat slab top section, and a base section as shown or required, and shall be equal to Atlantic Precast Concrete Products precast concrete manholes. Where required, eccentric reducing sections shall be used to join riser sections of different diameters. Manufacture shall be by a wet, monolithic process. The top opening of the eccentric conical section, or top slab, shall be 30 inches, unless otherwise specified.
(2) 
Manholes and appurtenances shall be as shown on the Typical Details.
(3) 
Precast manhole sections shall be manufactured in accordance with ASTM Designation C478, latest edition. The minimum compressive strength of the concrete for all sections shall be 4,000 lbs. per sq. inch. The maximum allowable absorption of the concrete shall not exceed 9% of the dry weight.
(4) 
Joints of the sections shall be formed entirely of concrete in accordance with the latest edition of ASTM Designation C443 and shall be made with a round rubber gasket installed in accordance with the manufacturer's recommendations. Joints shall be self-centering and watertight against internal and external hydrostatic pressure with only the gasket utilized as the sealing element. Each joint shall be mortared on the outside before backfilling.
(5) 
Base sections shall be furnished by the manufacturer with either embedded couplings or bells, or stubbed bells and spigots, of the same type joint as the adjoining pipe. Approved alternatives will include manholes with a compressible rubber ring or with a flexible manhole sleeve or adapter approved by the Engineer. Waterways shall be constructed in the field after the manhole has been installed, and shall conform to the shape and size of connecting pipes as shown on the Standard Details or ordered. Special care shall be taken to form channels with curved shapes that will provide the best hydraulic conditions for smooth flow. Benches shall be entirely of monolithically poured concrete and shall be sloped to drain to the waterways. Concrete used in forming waterways shall be a stiff, rich mix, as specified, and shall be given a steel trowel finish.
(6) 
Riser sections, conical sections, and the undersides of flat slab top sections, shall be given a protective lining consisting of two shop coats of epoxide as manufactured by Con-Lux Coatings (Sherwin-Williams), six mil/coat. The lining shall be applied in accordance with the manufacturer's recommendations. Base sections, after construction of the waterways and benches, shall be given two field coats of protective lining as specified hereinabove, including waterways and benches. Foundation material under manholes shall conform to that specified in § 297-38, Earthwork and Backfill.
(7) 
Manholes frames shall be adjusted to finished grade by building a circular masonry collar above the precast manhole opening. Maximum height of the collar, from the underside of the frame to the top of the precast riser section, shall be 12 inches except where ordered. The built up masonry may be a precast concrete ring, concrete brick, or sewer brick. Brick shall be sound, hard, well-burned, sewer brick conforming to the requirements of ASTM Designation C-32, Grade MA and shall be laid radically. Mortar shall consist of two parts sand to one part cement, thoroughly mixed in the required proportions before adding water. After laying up the collar and setting the frame in a full bed of mortar, the exterior of the collar shall receive a minimum 3/4-inch thick mortar coat to provide water tightness.
(8) 
In areas to receive a pavement overlay, manhole frames shall be raised to finished grade utilizing the methods of the preceding paragraph. Adjustable manhole rings will only be permitted where allowed by the Township Engineer.
B. 
Manhole appurtenances.
(1) 
Appurtenances shall include manhole frames and covers, and manhole rungs. (See Typical Details.)[1]
[1]
Editor's Note: Appendix "C," Construction Details, is included as an attachment to this chapter.
(2) 
Manhole frames and covers shall be of the best quality close grained gray iron castings conforming to the requirements of ASTM Designation A48, Class No. 30.
(3) 
Unless otherwise indicated, manhole frames and covers shall be of the circular flared type frame with round flange equal to Catalog No. 1203B as manufactured by Bridgestate (Campbell) Foundry Co.
(4) 
Seating surfaces shall be machined. All parts shall be immersion coated with an approved asphaltic coating.
(5) 
Locking devices, equal to Bridgestate (Campbell) No. 1460B, shall be provided on frames and covers in easements or other locations required by the Township Engineer. Locking type covers shall also be provided with a single recessed lifting handle placed near the locking device. Lifting handles shall be provided. A key shall be supplied with each five locking type units.
(6) 
Slab type manhole frames and covers shall be equal to Catalog No. 1730 as manufactured by Bridgestate (Campbell) Foundry Co.
(7) 
Watertight manhole covers shall be required in all areas that are located below the 100-year flood level or as ordered by the Engineer. Watertight covers shall conform to the latest edition of ASTM C-923. Watertight cover shall be Bridgestate (Campbell) Foundry Co., Type 1503, Type A.
(8) 
All covers shall be cast with the identifying letters as approved. Letters shall be two inches high and embossed against a recessed background.
(9) 
Manhole rungs shall be extruded aluminum alloy of the step drop front design, equal to Aluminum Co. of America or Washington Aluminum Co. Type 6061-T6. Rungs shall be cast in the vertical sides of the manhole sections on twelve-inch centers. Alternatively, rungs may be of steel core and polypropylene coating, if approved in advance by the Township. Polypropylene steps shall meet the requirements of ASTM C-478 and AASHTO M-199, latest editions. The polypropylene shall conform to ASTM D-4101 and the deformed reinforcing bar shall be grade 60 (1/2 inch minimum) and meet ASTM A-615.
(10) 
The contractor shall modify existing manholes by cutting masonry, setting pipe in place and filling with non-shrink grout. Waterways shall be chipped and roughened, and then finished with cement mortar to provide a smooth hydraulic flow.
(11) 
Flexible joints shall be placed at the manhole wall, and within two feet of the wall, as shown on the Typical Details.[2]
[2]
Editor's Note: Appendix "C," Construction Details, is included as an attachment to this chapter.
A. 
General information. Sanitary pumping stations serving multi-unit installations shall be required to comply with the requirements and standards outlined in this section:
(1) 
Average flow rate: based on 350 GPD per equivalent single-family connection, or 100 gal./cap./day. For housing units of two bedrooms or less, reduced flow rates may be permitted. For non-residential uses, flow data published by the State Department of Environmental Protection may be used.
(2) 
Peak flow rate: use chart below:
Average Flow
Peak Flow
(MGD)
(MGD)
(GPM)
0.01
0.065
45
0.03
0.165
115
0.05
0.254
176
0.07
0.338
235
0.09
0.418
290
0.11
0.500
347
0.13
0.580
403
0.15
0.640
445
(3) 
Number of pumps: two pumps, each sized for peak flow; or three pumps, each sized for 50% of peak flow.
(4) 
Miscellaneous: Structures must be sized adequately for maintenance, and for future service areas and future equipment needs. These specifications are minimum requirements and additional criteria may be imposed at specific sites.
(5) 
Calculations should be submitted for pump characteristics, and discussions held with the Engineer prior to final design in order to determine methods and materials to be used.
Pumping Station Criteria
Peak Flow of 300 GPM or Less
Peak Flow Over 300 GPM*
1.
Location of pumps
Wet or dry pit
Dry pit only
2.
Separated wetwell/drywell
Not required
Required
3.
Separated entrances for wetwell/drywell
N/A
Required
4.
Removal of pumps - for routine maintenance
Floor hatch, chain lift and pipe guides required
Floor hatch and chain lift required
5.
Access
Embedded aluminum rungs
Aluminum or concrete stairs
6.
Type of pumps - Non-clog sewage pumps, capable of passing 3" sphere
Minimum pump suction and discharge size
4"
4"
Screens (provide means of cleaning)
Aluminum basket
Cutting or shredding devise required. Aluminum bars at 1 1/2" spacing on bypass
Priming of pumps
Self-priming
Pos. suction head
Sample manufacturers (to set acceptable standards)
Flygt
Flygt
7.
Motors - location
Submersible, mounted on pump (explosion-proof)
Above potential flood level; or use submersible dry well motor
Motor - NEMA type
Type F or G
Type F or G
8.
Emergency power
a)
Generator location
In pre-fabricated building on the site, or in superstructure
In super-structure
b)
Power requirements (provide lockout of lag-pump upon generator operation)
Power to peak flow to operate lead pump, and for needed lighting, heating and ventilation
Power at peak flow to operate lead pump, and for needed lighting, heating and ventilation
c)
Typical manufacturers - Caterpillar, Onan, Demco
9.
Other electrical requirements
a)
Automatic emergency transfer switch
Required
Required
b)
Pump alternator - to alternate lead and lag pumps
Required
Required
c)
Electrical cabinets (housing starters, disconnect switch, circuit breakers, elapsed time meters pump run indicators, etc.)
NEMA 1 in a heated super-structure or NEMA 4 outside
NEMA 1(super-structure)
d)
Lighting
Explosion proof, required throughout and on exterior
Explosion proof, required throughout and on exterior
e)
Power
3-Phase (single phase only in special cases as approved)
3-Phase
f)
Physical lockouts on control cabinets
Required
Required
10.
Pump intake
On pump
Separate flared intakes
11.
Level controls - (equal to the product of the Autocon Corp.)
Bubbler system (plus diaphragm units as backup at alarm pts.)
Bubbler-system (plus diaphragm units as backup at alarm pts.)
12.
Valves
Shut-off valves
Discharge only
Suction and discharge
Check valves (weight or spring loaded)
Horizontal only
Horizontal only
13.
Wet wells - Capacity based on pump operation
Max. 6 starts/hr. Max. volume = 10 min. at avg. flow
Max. 6 starts/hr. Max. volume = 10 min. at avg. flow
Slope of wet well
Filleted (60 deg.)
2:1
14.
Ventilation
Wet well
15 changes/hr
15 changes/hr
Dry well
N/A
6 changes/hr
Superstructure and dry well
Elec. unit heaters
Elec. unit heaters
15.
Water supply - for flushing and cleaning (including backflow preventers)
Required on exterior and interior
Required on exterior and interior
16.
Gauges - 4" pressure gauges
Discharge only
Suction and discharge
17.
Force mains - Min. velocity 2 fps at peak flow, air relief valves at high points
D.I. Pipe only
D.I. Pipe only
18.
Structure
a)
Substructure
Reinf. concrete
Reinf. concrete
b)
Superstructure
Optional
Masonry
19.
Alarms and controls
Alarms: Loss of power, high water, low water, pump failure, low room temp., lag pump operation, internal pump seal, overload trip.
On-site, audio-visual, and transmitted to central point
On-site, audio- visual, and transmitted to central point
Controls: H-O-A, run lights, selector switches, etc.
20.
Spare parts
Replacement pump unit (complete), compressor, spare starters (2), alternator, other parts as recommended by manufacturer
1 set of rings, wear plate, shaft sleeve, shims., 1 impeller assembly, 2 sets of bearings, grease retainers, alternator, 30 packing sets, compressor, spare starters (2), other parts as recommended by manufacturer
21.
Service Start-up to include 2-day instruction program for station operator. Annual service contract required with approved pump service organization.
At least weekly inspection by maintenance man, plus semi-annual inspections by approved pump service organization. Operation manuals.
At least weekly inspection by maintenance man, plus semi-annual inspections by approved pump service organization. Operation manuals.
B. 
Pump test requirements after installation.
(1) 
Pressure check.
(a) 
Calculate required pressure.
(b) 
Check actual discharge pressure for each pump.
(c) 
At least one pressure gauge with stopcock should be furnished with each installation with the ability to mount gauges at various locations.
(d) 
Actual pressure should be within 5% of the required pressure.
(2) 
Flow check.
(a) 
Refer to specifications, report, etc., for required flow.
(b) 
Measure flow into station with pumps off.
(c) 
Measure actual pump flow (5% of required flow).
(d) 
Calculate actual pump horsepower (5% of rated h.p.).
(e) 
Measure pump flow with both pumps on.
(3) 
Electrical.
(a) 
Check amperage against nameplate data (pump on).
(b) 
Check voltage against spec requirements (use polyphase watt meter).
(c) 
Test emergency generator and transfer switch.
(d) 
Test alarms generator and transfer switch.
(e) 
Check proper sequencing and automatic alternation of pumping units.
(f) 
Check lights, heaters, etc.
(4) 
General.
(a) 
Check that equipment is installed as required.
(b) 
Check restoration.
(c) 
Check general workmanship.
(d) 
Check pump rotation.
(e) 
Observe check valves during on/off operations.
(f) 
Check float levels in wet well.
(g) 
Compute motor horsepower.
HP = QH
3960e
Where:
HP
=
motor horsepower (1 HP = 0.748KW)
Q
=
peak flow (GPM)
H
=
total dynamic head (ft.)
e
=
overall efficiency (per cent)
= e motor X e pump
e motor - 90% e pump from curves
A. 
General information. Sanitary pumping stations serving only single units, unless otherwise approved by the Township Engineer, shall be factory-built grinder pump stations, each consisting of a grinder pump core and all necessary parts and equipment. The pump shall be installed in a factory-built fiberglass reinforced polyester tank with integral watertight accessway as described in the following specifications. Pump stations shall be Model GP 210, Series 6, as manufactured by Environment One Corporation, Schenectady, New York, or approved equal.
B. 
Operating conditions. The pump(s) shall be a semi-positive displacement type and be capable of delivering 11 GPM against a rated total dynamic head of 92 feet (40 PSIG). At zero head, the output shall be 15 GPM minimum. The pump(s) shall be capable of intermittent (three minutes minimum) operation at any heads up to 125% of normal rated dynamic head with a minimum flow of eight GPM. The electrical rating of each pump shall be eight amperes, one phase, 240 volt, 60 Hertz.
C. 
Tank. The tank shall be custom molded or fiberglass reinforced polyester resin and shall have a nominal diameter of 24 inches, a nominal wall thickness of 3/16 inch and a net capacity of 60 gallons. The tank shall be furnished with one PVC closet flange to accept four inches nominal diameter PVC drain-waste vent (DWV) pipe using the solvent-weld system. The socket fittings shall be securely fastened to the tank and shall be leak tight.
D. 
Integral accessway. The accessway shall be an integral extension of the tank. It shall have an access opening at the top to accept a lockable cover. The accessway shall include the following factory supplied items: Grinder pumps discharge extension with a surface operable positive sealing quick disconnect coupling and a full ported shut-off valve sealing quick disconnect coupling and a full ported shut-off valve terminating in a watertight bulkhead fitting with external 1 1/4-inch male pipe thread. Internal wiring shall terminate in a sealed junction box, integral with the accessway and suitable for outdoor use.
E. 
Core unit.
(1) 
The grinder pump shall have cartridge type easily removable core assemblies containing pump, motor, grinder, controls, check valve, anti-siphon valve and wiring.
(2) 
The watertight integrity of the core unit, including wiring and access cover, shall be established by 100% factor test at a minimum of five PSIG.
F. 
Pump. The pump shall be a custom designed, integral, vertical rotor, motor driven, solids handling pump of the progressing cavity type with mechanical seal. The rotor shall be through-hardened, highly polished, precipitation hardened stainless steel. The rotor shall be of a specifically compounded ethylene propylene synthetic elastomer. The material shall be suitable for domestic wastewater service. Its physical properties shall include high tear and abrasion resistance, grease resistance, water and detergent resistance, temperature, stability, good aging properties, and outstanding wear resistance.
G. 
Grinder.
(1) 
The grinder shall be positioned immediately below the pumping elements and shall be direct-driven by a single, one-piece motor shaft. The grinder impeller assembly shall be securely fastened to the pump motor shaft. The grinder will be of the rotating type with a stationary hardened and ground chrome steel shredding ring spaced in accurate close annular alignment to the driven impeller assembly, which shall carry two hardened type 400 series stainless steel cutter bars. This assembly shall operate without objection-able noise of vibration over the entire range of recommended operating pressures.
(2) 
The grinder shall be constructed so as to eliminate clogging and jamming under all normal operating conditions including starting. Sufficient vortex action shall be created to scour tank free of deposits or sludge banks which would impair the operation of the pump. These requirements shall be accomplished by the following items in conjunction with the grinder tank pump:
(a) 
The grinder shall be positioned in such a way that solids are fed in an upflow direction.
(b) 
The inlet shroud opening shall have a diameter no less than five inches.
(c) 
At maximum flow, the average inlet velocity should not exceed 0.2 feet per second.
(d) 
The cutter bars shall extend above the impeller disc 0.200 inches to 0.250 inches.
(e) 
The impeller disc shall rotate at a nominal speed of 1,725 RPM.
(3) 
The grinder shall be capable of reducing all components in normal domestic sewage, including a reasonable amount of "foreign objects," such as paper, wood, plastic, glass, rubber and the like, to finely-divided particles which will pass freely through the passages of the pump and the 1 1/4-inch diameter discharge pipe.
H. 
Electric motor.
(1) 
The motor shall be a one HP, 1,725 RPM, capacitor start, ball bearing, squirrel cage induction type with a low starting current not to exceed 36 amperes and high starting torque of 8.4 foot pounds.
(2) 
Inherent protection against running overloads or locked rotor conditions for the pump motor shall be provided by the use of an automatic-reset, integral thermal overload protector incorporated into the motor. This motor protector combination shall have been specifically investigation and listed by Underwriters Laboratories, Inc., for the application.
I. 
Mechanical seal. The core shall be provided with a mechanical shaft seal to preclude leakage between the motor and pump. The seal shall have a stationary ceramic seat and carbon rotating sealing surface with faced precision lapped and held in position by a stainless steel spring.
J. 
Check valve. The pump shall be equipped with a factory-installed, gravity-operated, flapper-type integral check valve built into the discharge pipe. This valve will provide a full-ported passageway when open, and shall introduce a friction loss of less than six inches of water at a maximum rated flow. A non-metallic hinge shall be an integral part of the flapper assembly providing maximum degrees of freedom for assured seating even at a very low back pressure. The valve body shall be made of PVC.
K. 
Anti-siphon valve. The pump shall be constructed with a positively-primed flooded suction configuration. As added assurance that the pump cannot lose prime even under negative pressure conditions in the discharge piping system, the pump shall be equipped with an integral anti-siphoning, air relief valve in the discharge piping just below the main check valve. This valve will automatically close when the pump is running and open when the pump is off.
L. 
Controls.
(1) 
Necessary controls shall be integral with the grinder pump and shall be located in the top housing of the core unit inside a waterproof access cover. The cover will be attached with stainless steel, tamper-proof fasteners.
(2) 
Non-fouling wastewater level detection for controlling pump operation shall be accomplished by monitoring the pressure changes in an integral, air-bell level sensor connected through air-tight tubing to a pressure switch. The level detection device shall have no moving parts in direct contact with the wastewater.
(3) 
Overflow sensing will be accomplished by a separate air-bell sensor of the same type.
(4) 
Each level control shall have its own built-in fail safe design which will prevent the entrance of moisture into the controls in case of switch diaphragm failure.
(5) 
To assure reliable operation of pressure sensitive switches, each core shall be equipped with a quick disconnect breather assembly, complete with check valve to prevent accidental entry of water into motor compartment in the event of accessway flooding.
(6) 
An overflow indicator lamp assembly requiring 120 volts and suitable for remote installation in a standard device box will be furnished. This indicator will be mounted on a decorative wall plate 2 3/4" X 4 1/2" and marked; "Grinder Pump Monitor."
(7) 
The grinder pump shall be furnished with two ten-foot lengths of type UF cable, pre-wired and connected with weatherproof materials. The power supply cable shall be 12-2 W.GRD., designed for one phase, 240 volt, 60 Hertz power supply and meet UL requirements. The signal cable to the overflow indicator lamp shall be 14-2 W. GRD., designed for one phase, 120 volts, 60 Hertz power supply and meet UL requirements.
M. 
Wiring. It shall be the responsibility of the electrical contractor to furnish and install, in compliance with appropriate national and local codes, service entrance equipment and/or branch circuit protection and all wiring to the grinder pump leads.
N. 
Corrosion protection. All materials exposed to wastewater shall be inherent corrosion protection; i.e., cast iron, fiberglass, stainless steel, PVC. Any exterior steel surfaces are to be suitably protected against corrosion.
O. 
Serviceability. The grinder pump core unit shall have two lifting eyes provided in the top housing which can be used to facilitate easy removal of the core unit from the tank when necessary.
P. 
Safety.
(1) 
The grinder pump shall be free from electrical and fire hazards as required in a residential environment. As evidence of compliance with this requirement, the completely assembled and wired grinder pump in its tank shall be listed by Underwriters Laboratories, Inc.
(2) 
The grinder pump shall meet accepted standards for plumbing equipment for use in or near residences, shall be free from noise, odor or health hazards, and shall have been tested by an independent laboratory to certify its capability to perform as specified in either individual or low pressure sewer system applications. As evidence of compliance with this requirement, the grinder pump shall bear the National Sanitation Foundation seal.
Q. 
Manufacturer. The equipment specified shall be the product of a company experienced in the design and manufacture of grinder pumps for specific use in low pressure sewage systems. The company shall submit detailed installation and user instructions for its product; submit evidence of an established service support program including complete parts and service manuals; and be responsible for maintaining a continuing inventory of grinder pump replacement parts.
R. 
Limited warranty. The manufacturer shall offer a limited warranty guarantying its produce to be free from defects in material and factory workmanship for a period of two years from date of installation or 27 months from date of shipment, whichever occurs first, provided the product is properly installed, serviced, and operated under normal conditions and according to the manufacturer's instructions. Repair or parts replacement required as a result of such defect shall be made free of charge during this period upon return of the defective parts or equipment to the manufacturer or its nearest authorized service center.
S. 
Piping.
(1) 
Force main piping shall be Schedule 80 PVC pipe and shall conform to the requirements of ASTM D1785-76.
(2) 
Schedule 80 PVC fittings shall conform to ASTM D2466-78. Joints are to be solvent welded. Solvent cement shall conform to ASTM D2565-76 "Solvent Cements for PVC Plastic Pipe and Fittings."
T. 
Methods of construction.
(1) 
The prefabricated pump station shall be installed on a one-foot thick bedding of 3/4 inch broken stone. The access cover shall be set minimum six inches above grade.
(2) 
Force main shall be laid in a straight line on a firm foundation of six inches of Class "C" embedment material. It shall be laid at a uniform depth approximately four feet below grade.
(3) 
The control panel shall be installed in accordance with the manufacturer's electrical specifications and drawings, and all applicable code requirements in an accessible and suitable location approved by the agency or department having jurisdiction.
Design criteria and specifications for equipment and materials not specifically included in these rules and regulations shall be as required by the Township Engineer.