[Adopted 4-29-1981 by L.L. No. 3-1981 as Ch. 80, Part 2, of the 1975 Code]
Sewers in the Town of LaGrange shall be designed on the bases established in this article unless otherwise approved by the Engineer.
The population served shall be determined by multiplying the number of dwelling units (or predicted number of dwelling units) by four persons per unit for domestic flows.
A. 
Average domestic sewer flows shall be determined by multiplying the population served by the rate of 100 gallons per capita per day.
B. 
Average industrial and commercial waste flows shall be determined by multiplying the area served, in acres, by 10,000 gallons per acre per day. The area shall include that occupied by streets.
A. 
For domestic sewage, the ratio of peak to average flow shall be determined by using Harmon's formula, which may be expressed as follows:
        14
R = 1 +
——————
   (4 + P 1/2)
Where "R" equals the ratio of peak to average flow, and "P" equals the population in thousands.
B. 
For industrial and commercial areas, the peak waste flows shall be assumed as equal to two times the average rate.
Minimum mean velocities in sewers shall be two feet per second when flowing full, based on the Kutter formula with "n" (coefficient of roughness) equal to 0.013. (Where ground slopes permit, use three feet per second.) The maximum sewer velocities shall be 10 feet per second. Velocity head correction shall be made for velocities of four feet per second or greater. All increments of flow from building sewers shall be assumed to enter the public sewer at the upper manhole.
A. 
The minimum diameter of pipes shall be as follows:
[Amended 8-23-2006 by L.L. No. 6-2006]
Use of Pipe
Diameter
(inches)
Building sewer
4
Public sewer
8
Force mains
4
B. 
Sizes of collecting sewers shall be coordinated with the Master Sewer Plan adopted or which may be adopted by the Town.
The following are the minimum permissible slopes:
Sewer Size
(inches)
Minimum Slope
(feet per thousand feet)
8
4.0
10
2.8
12
2.2
14
1.7
15
1.5
16
1.4
18
1.2
21
1.0
24
0.8
Generally the depth of sewers shall be not less than seven feet to invert, except at isolated critical points, as approved by the Engineer. Depths of collecting sewers shall be coordinated with any Master Sewer Plan adopted or to be adopted by the Town.
Inverted siphons should not have less than two barrels with a minimum pipe size of six inches and shall be provided with the necessary appurtenances for convenient flushing and maintenance. Manholes shall have adequate clearances for rodding. In general, sufficient head shall be provided and pipe sizes selected to secure velocities of at least three feet per second for average flows. The inlet and outlet details shall be arranged so that normal flow may be diverted to one barrel to permit either barrel to be cut out of service for cleaning. Inverted siphons shall be avoided wherever possible.
A. 
Manholes shall be located at all junctions and changes in slopes of sewers and at all bends in line for sewers 24 inches or less in diameter, and shall be spaced at the following intervals:
Sewer Size
(inches)
Preferred Spacing
(feet)
Maximum Spacing
(feet)
8
300
400
10 to 15
400
400
Over 18
400
500
B. 
Drop manholes shall be provided at all junctions where the drop is more than two feet.
C. 
At manholes where the pipe size changes, crowns shall be matched if size is increasing and inverts if size is decreasing, unless otherwise approved by the Engineer.
A. 
Interconnections. There shall be no physical connection between a potable water supply system and a sewer or appurtenances thereto which would permit the passage of any sewage or polluted water into the potable water supply. Sewers shall be kept remote from public water supply wells or other water supply sources and structures.
B. 
Horizontal separation. Wherever possible, sewers shall be laid at least 10 feet horizontally from any existing or proposed water main. Should local conditions prevent lateral separation of 10 feet, the sewer may be laid closer than 10 feet to a water main if:
(1) 
It is laid in a separate trench; or
(2) 
It is laid in the same trench with the water main located at one side on a bench of undisturbed earth; and
(3) 
The elevation of the crown of the sewer is at least 18 inches below the invert of the water main.
C. 
Vertical separation. Whenever sewers must cross water mains, the sewer shall be laid at such an elevation that the top of the sewer is at least 18 inches below the bottom of the water main. When the elevation of the sewer cannot be varied to meet the above requirement, the water main shall be relocated to provide the separation or reconstructed with mechanical joint pipe for a distance of 10 feet on each side of the sewer. One full length of the water main shall be centered over the sewer so that both joints will be as far from the sewer as possible.
D. 
Pressure testing. When it is impossible to obtain proper horizontal and vertical separation as stipulated above, both the water main and sewer should be constructed of mechanical joint cast-iron pipe and the sewer should be pressure-tested to assure water tightness.
A. 
Locations of sewage pumping stations shall be such that the stations shall not be subject to flooding. The stations shall be readily accessible.
B. 
Sewage pumping stations shall be of the dry-well type. The structures shall:
(1) 
Provide for complete separation of the wet and dry wells.
(2) 
Include facilities to permit removal of pumps and motors.
(3) 
Permit suitable and safe means of access to dry wells and to wet wells containing either bar screens or mechanical equipment requiring inspection or maintenance.
C. 
Pumps shall be provided in not less than duplicate units unless a suitable overflow is permissible for the occasional discharge of sewage. Where duplicate units are provided, each unit shall be capable of handling flows in excess of the peak flow. Where more than two pumps are provided, they shall be designed to match actual flow conditions and shall be of such capacity as to handle peak sewage flows with the largest pump out of service. Pumps shall be capable of passing spheres of at least three inches in diameter. Pump suction and discharge openings shall be at least four inches in diameter. The pumps shall be so placed that under normal operating conditions they will operate under a positive suction head.
D. 
In enclosed places where gases may accumulate, electrical equipment shall comply with the National Board of Fire Underwriters Specifications for hazardous conditions (NEMA Type 7).
E. 
Dry-well dewatering. A separate sump pump shall be provided to remove leakage or drainage from the dry well. Discharge of sump pumps shall be to the wet well at a point above the high-water level.
F. 
Ventilation. Adequate ventilation shall be provided. There shall be no interconnection between the wet-well and dry-well ventilating systems. Ventilation shall be continuous in wet wells and shall provide at least 12 complete air changes per hour. Ventilation for dry wells shall be continuous and provide at least six air changes per hour.
These specifications shall be used for construction of sewers within the Town of LaGrange. Such sewers include the public sewers within the streets and in rights-of-way and the building sewers, including the necessary structures, such as manholes, pump stations and appurtenances. These specifications shall be considered to be the minimum acceptable standards for construction.
As used in this article, the following terms shall have the meanings indicated:
ASTM
The numbered specifications of the American Society for Testing Materials, as revised at the time design is approved.
ENGINEER
The Engineer for the Town of LaGrange or his authorized deputy, agent or representative.
EXCAVATION
The removal from place of all materials, including soil, structures above and below ground, rock, topsoil, boggy waste, rubbish, ashes, cinders or organic materials such as peat or humus.
OWNER
The legal owner of the real estate to be improved or such person designated as his agent in writing to the Engineer.
OWNER'S ENGINEER
The engineer of record with reference to the sanitary sewer system.
The owner shall obtain such permits as are necessary for the opening of streets, sewer design, building permits and such others as are required by local laws. These permits shall be obtained prior to the start of construction and at no cost to the Town of LaGrange. The owner shall be responsible for payment of all fees required by such local laws.
The Engineer shall be notified at least two working days in advance of the start of construction.
All materials forming a part of the permanent construction, as called for on the approved drawings and in the specifications, shall be first class in every respect and subject to the approval of the Engineer, who shall be the sole judge of their quality and suitability for the purposes for which they are to be used. If any material brought onto the site for use in the work is condemned by the Engineer, after arrival at the site, as unsuitable or not in conformity with the specifications, the owner shall immediately remove such material from the construction site.
Approved drawings shall consist of a set of plans and profiles prepared by the owner's engineer and submitted to the Engineer for review and approval as to conformity to the basic municipal sewer plan and the specifications. The Engineer's approval shall be affixed to the drawings, and a copy of such approved drawings shall be on the construction site at all times. No deviation shall be made from the line and grade shown on the approved drawings except by written authorization of the Engineer.
The owner's engineer shall provide the Engineer with a revised set of permanent reproducible drawings showing the as-built location, sizes and elevations of sewers, manholes, building sewers, building sewer terminations and easements, together with such legal descriptions as are required for proper recording of such easements.
A. 
Clearing and grubbing. Areas to be excavated or filled areas to be used for the storage of excavated material, and areas on which pavements or other structures will be constructed, shall be cleared of all trees, brush, hedges, shrubs, rubbish and other objectionable matter. Such material shall be disposed of as approved by the Engineer.
B. 
Stripping. After cleaning and grubbing, all topsoil and other organic material shall be stripped within the limits to be graded, excavated or filled. A minimum of six inches of material shall be removed from all unpaved areas. All material removed shall be deposited beyond the limits of the work. The material which is of acceptable quality for use in the work as topsoil shall be kept separate from other excavated material and protected and maintained until needed. All other stripped material shall be considered as surplus and shall be disposed of as directed by the Engineer.
C. 
Limit of excavations. Excavations shall be carried to the dimensions and depths indicated or as necessary to provide a firm base. Excavations carried below the depth necessary shall be refilled to the proper grade with thoroughly compacted foundation material. In no case shall the earth be plowed, scraped or dug by machinery within three inches of the finished subgrade. The final trimming of the bottom of excavations shall be done by hand tools just before placing pipe.
D. 
Protection of existing structures. Excavations made adjacent to or in the proximity of existing structures shall be made with special care and in such manner as not to damage the structures or to disturb the supporting backfill and foundation of such structures.
E. 
Sheeting and bracing.
(1) 
Where excavations are made with vertical sides which require supporting, the sheeting and bracing shall be 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. Timber for sheeting and bracing shall be rough, square-sawed of any grade having the requisite strength for the purpose intended and shall not split in driving or fabrication. Steel sheet piling shall conform to the requirements of ASTM A-328. Piping shall be of an interlocking pattern and shall be of adequate weight and section to withstand the loads imposed. The owner shall furnish drawings showing sheeting and bracing methods. For excavations over 12 feet in depth, the owner shall certify to the Engineer that the sheeting and bracing design has been checked and approved as adequate and in accordance with existing laws and regulations by a licensed professional engineer, and that sheeting and bracing has been constructed in accordance with the design which was checked and approved by the owner's engineer. Upon request by the Engineer, the owner shall furnish computations and substantiating data for review. Certification of design shall be submitted prior to placing any sheeting and bracing, and certification of construction shall be submitted immediately after sheeting and bracing has been constructed.
(2) 
Where the owner does not propose to sheet and brace excavations, he shall submit a drawing indicating the side slopes he proposes to maintain and have those slopes certified by the owner's engineer as being safe and in accordance with existing laws and regulations. Upon request by the Engineer, the owner shall furnish design computations and substantiating data for review. If the owner elects to construct trenches using soldier beams and horizontal lagging, all such sheeting and soldier beams more than two feet below the finished surface shall be left in place.
F. 
Explosives and blasting. All state, municipal and other regulations regarding the composition, transportation, storage and use of explosives shall be strictly complied with. The quantity of explosives kept on hand shall not exceed the amount that is necessary to avoid delay in the work. The composition of explosives shall be such as to cause the least amount of injurious fumes. Blasting shall be done with light charges sufficient to loosen the rock without damaging the adjoining or nearby property and without cracking or damaging rock upon or against which masonry is to be built. Whenever, in the opinion of the Engineer, blasting is liable to injure rock upon or against which masonry is to be built, blasting shall be discontinued and the loosening of the rock continued by wedging and barring or other approved methods. Rock near structures liable to be damaged by blasting shall be loosened by approved means.
G. 
Responsibility of owner in blasting. The owner will be held responsible for all claims for damage caused by blasting. He shall satisfactorily cover all shots and open-cut excavations and shall take extra precautions when required by the Engineer, and shall at all times exercise caution to prevent accidents.
H. 
Dewatering. The owner shall provide, operate and maintain satisfactory facilities and equipment, including well points, if necessary, with which to collect all water entering excavations or other parts of the work and convey it to suitable places for disposal. All excavations shall be kept free of water until the work or structure to be built therein is completed. Approved settling basins and sumps shall be provided for catching and temporarily holding water containing mud, clay, sand or other material in suspension pumped from excavations. Such basins shall be large enough to allow storage time for the settlement of such suspended matter. The settled material shall be cleaned out frequently and disposed of. Lowering of groundwater to the injury or detriment of other structures shall be part of the owner's risk and responsibility. Any structure damaged as a result of lowering of groundwater shall be repaired or replaced to the satisfaction of the owners thereof.
I. 
Storage of excavated material. Excavated material which is suitable and approved for backfill and fill shall be placed in storage piles unless and/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.
J. 
Borrow material. Where additional material to that available from the work is required for backfill and fill or other purposes, it shall be obtained by the owner from outside sources. Borrow material shall be subject to approval by the Engineer.
K. 
Backfill and fill.
(1) 
All backfill and fill, unless otherwise specified, shall consist of suitable and selected approved earth, generally from storage or approved excavated soil, free from rejected organic matter and boggy, peaty, humus or other unsuitable material such as silt, rubbish, waste, ashes or cinders. If sufficient suitable material for backfill and fill is not available from the excavated material as determined by the Engineer, the owner shall procure elsewhere a sufficient quantity of suitable material and shall furnish and place such material. Frozen earth shall not be used for backfill and fill. All rocks and stones more than six inches in the largest dimension shall be removed from accepted earth for backfill and fill.
(2) 
Backfill and fill shall be made to the slopes, grades and elevations required.
(a) 
Backfill shall not be placed until the structure has been inspected in place and approved by the Engineer. Backfilling shall be carried out as soon as possible after such approval. The extent of pipe trench kept open shall be kept to a minimum. Backfill and fill shall be placed in layers not more than 12 inches thick except as specified otherwise by the Engineer. Each layer shall be compacted thoroughly, evenly and in such manner as to provide practically unyielding surfaces. The moisture content of the materials shall be such that proper compaction shall be obtained.
(b) 
Trenches shall be backfilled to a depth not less than 12 inches above the top of the pipe or other structure therein and for the full width of the trench. Such backfill shall be uniformly placed on each side of the pipe in six-inch layers where it is required and firmly compacted by approved mechanical tamping equipment. Care shall be taken not to damage the pipe or structures.
(c) 
After a compacted coverage of 12 inches has been made, the remainder of the trench shall be compactly filled in an approved manner to a density at least equal to that of the adjacent undisturbed soil so as to avoid future unequal settlement. Puddling for compaction will not be permitted except with coarse to medium granular materials. Bulldozing of backfill material into trenches will be prohibited unless it is done in uniformly spread layers not over 12 inches thick, or six inches thick under pavements, and each layer immediately machine-tamped. Where sheeting is withdrawn, all cavities left thereby shall be filled with suitable granular earth, hosed or tamped in place so as to fill all voids thoroughly. Backfill and fill shall be carried to a subgrade which permits topsoil or paving of the required depth to be placed to bring it to the finished grade. As far as practicable, the underlying backfill and fill shall be given time to settle through several heavy rains or by artificial wetting before the topsoil or paving is placed.
L. 
Foundation material. Foundation material shall consist of hard and clean gravel or crushed stone. It shall be free from any considerable amount of flat, laminated or elongated particles and shall be free from shells, clay, limestone, shale or other deleterious matter. Gravel or crushed stone shall be graded from 1/4 inch to No. 4 sieve size. Foundation material shall be placed and firmly compacted by mechanical compacting equipment. Care shall be taken to place and compact material under pipe haunches.
[1]
Editor's Note: See also § 187-23.
A. 
Materials.
(1) 
Segmental concrete blocks shall conform to the requirements of ASTM C139.
(2) 
Precast concrete pipe manhole risers shall conform to the requirements of ASTM C478, except that joints shall conform to the requirements of ASTM C443, with rubber rings conforming to ASTM D1869.
(3) 
Mortar shall consist of two parts portland cement and five parts sand thoroughly mixed in the required proportions before adding water.
(4) 
Grout shall consist of Type 1 and Type 2 portland cement and fine sand and shall contain a compound that will eliminate shrinkage of the grout. The nonshrink grout compound shall be equal to Sika Kemox-C and shall be used in strict accordance with the manufacturer's recommendations.
B. 
Construction. Manholes shall be constructed of precast concrete manhole risers in accordance with the details furnished by the Engineer. The waterways of all manholes shall be formed of the same size and shapes as the pipes they connect to. Changes in diameter shall be made gradually and evenly. Special care shall be taken to form channels that will provide the best hydraulic conditions for smooth flow. Steel trowel finish shall be provided. Slopes shall be provided on the benches adjacent to the waterways as shown. Masonry for adjustment of height of manhole chimneys shall be laid in a full bed of mortar, with mortar spread on the sides and ends of each unit filled solidly as the work is carried out. The inside of the block shall be rubbed with a burlap sack to clean it of spilt mortar. The exterior surface of brick or block shall be plastered with a one-half-inch layer of mortar. Particular care shall be taken to secure watertight joints between the masonry and the precast concrete on which it rests.
C. 
Appurtenances. Manholes, frames and covers shall be of the best quality, close-grained, gray iron castings conforming to the requirements of ASTM A48 Class 30. Standard manhole frames and covers shall be equal to Campbell Foundry Company Pattern No. 1203. Frames and covers for shallow manholes shall be equal to Campbell Foundry Company Pattern No. 4430. Covers shall bear the words "LaGrange" and "Sewer" in two-inch flat Gothic letters. Covers on manholes on the discharge end of force mains and on manholes adjacent to any pumping station shall be provided with four three-fourths-inch vent holes equally spaced. The castings shall be free from faults, sponginess, cracks, blowholes and other defects affecting their strength and shall be properly cleaned and coated with a waterproof asphalt applied by immersion while castings are hot. Frames and covers shall be machined to ensure a nonchattering fit. Manhole frames shall be set to grade on a full bed of grout.
A. 
Pipe and fitting materials. Materials for pipes and fittings shall be in accordance with the following schedule:
Pipe Material
Standard
Class
Concrete
ASTM C-14
Extra strength
Reinforced concrete
ASTM C-76
As specifieda
Vitra chem
CSPA 2
Extra strength
Asbestos cement
ASTM C-428
As specified
ASTM C296
Cast iron
ASA A21.6
ASA A21.8 and ASA A21.10
As specifiedb,c
NOTES:
aOnly circular reinforcement will be permitted. Specially designed pipe noted as Class VI shall have the following minimum three-edge-bearing test loads:
    D-load to produce a 0.01-inch crack 3,000
    D-load to produce ultimate failure 4,500
bFittings larger than 12 inches in size shall be equal to those shown in Section 10 of the Cast Iron Pipe Research Association's Handbook of Cast Iron Pipe.
cAll pipe and fittings shall have a cement mortar lining conforming to the requirements of ASA Standard A21.4.
B. 
Pipe joints. All pipe joints shall be of a flexible type and shall be in accordance with the following schedule:
Pipe Material
Standard
Concrete
ASTM C443a
Reinforced concrete
ASTM C443a
Vitra chem
ASTM C425b
Asbestos cement
Fed. Spec. SS P-331ba,c
Cast iron
ASA A21.11d,e
NOTES:
aPipe joints shall be designed to meet the sheer loading requirements of ASTM C425.
bSection 7 of ASTM C425 is modified by the requirements specified hereinafter.
cRubber rings shall conform to ASTM D1869 and shall be of the oil-resistant type.
dUnited States Pipe and Foundry Co. Tyton joint may also be used.
eWhere tied joints are required, they shall be designed to resist the tensile loads, including water hammer. Anchorages and pipe shall be proportioned accordingly.
C. 
Shop tests. The owner shall conduct tests for strength, infiltration and exfiltration of selected lengths of pipe prior to and while furnishing the pipe. The owner shall notify the Engineer a minimum of five days prior to the date of testing so that the test may be witnessed. The strength test shall be in accordance with the following schedule:
Pipe Material
Test Standard
Method
Percentage Tested*
Concrete
ASTM C14
3-edge
0.5%
Reinforced concrete
ASTM C76
3-edge
1.0%
Vitra chem
ASTM C301
3-edge
0.5%
Asbestos cement
ASTM C269 or 428
Crushing
1.5%
Cast iron
ASA A21.6 or 21.8
Ring
1.5%
NOTES:
*Percentage applies to the number of pipes of each size and class to be furnished. There shall be not fewer than two tests for each size and class.
D. 
Pipe laying. All pipe and fittings shall be installed to the lines and elevations shown on the drawings approved by the Engineer and in accordance with the manufacturer's requirements. In general, all pipe shall be laid in accordance with the agreed requirements of ASTM C12, utilizing foundation material as specified under § 187-64M and the applicable portions of Section 5 of the Handbook of Cast Iron Pipe. Alignment shall be maintained by stretching a guide line parallel to and at a determined distance above the pipe invert. The line shall be tight and shall be supported at the required elevation every 25 feet. The invert of each successive pipe shalt be checked for alignment and elevation with the guide line. Suitable tools and equipment shall be used for proper handling, storage and laying of pipe and fittings. In order to avoid damage to interior coatings of pipe, lifting hooks or bars shall not be inserted therein. Each pipe and fitting shall be checked for defective injuries as laying proceeds. Imperfect pipe material shall be rejected and removed from the work. Pipe found to be defective after laying shall be removed and replaced by undamaged pipe. Pipe shall be cut as required to meet required stations. Where pipe must be cut to fit as closing pieces, such cuts shall be evenly and squarely made in a workmanlike manner with approved equipment. Injury to linings and coatings shall be satisfactorily repaired. All pipe joints shall be made in accordance with the manufacturer's recommendations. Unless otherwise permitted, all finished joints of all kinds of pipe shall be left exposed for inspection and acceptance by the Engineer.
E. 
Pipe flotation. Inasmuch as the submerging of the empty pipeline could cause flotation, the owner's attention is directed to the necessity of conducting his operations in such a manner as to prevent flooding of the trenches until the backfill has been placed. Wherever there is a danger to flooding prior to placing backfill, the pipe shall be filled with water or adequately braced to the sheeting to prevent flotation. The owner shall be responsible for relaying any pipe damaged or moved from proper line and grade.
F. 
Sewer to be kept clean. The interior of the sewer shall be clear of dirt, cement, superfluous materials of every description and kept clean as the next section of the pipe is laid. During the progress of the work, the exposed ends of the pipe shall be provided with temporary covers fitted to the pipe so as to exclude earth and other materials. On completion of the sewer, the lower end shall be securely closed by an approved bulkhead or plug, which shall be removed only on order of the Engineer.
G. 
Field tests. The owner shall furnish all labor, testing equipment and materials and shall perform the tests described herein under the supervision and to the satisfaction of the Engineer:
(1) 
Alignment and openness of joints shall be checked with reflected sunlight and flashlights, and if necessary, wooden balls and water. The pipe shall be true to both line and grade, shall be free of cracks and protruding joint materials and shall be clean.
(2) 
Exfiltration and infiltration tests shall be conducted on completed sections of the sewers not to exceed 1,000 feet in length, and each test duration shall be not less than eight hours. Shorter test sections may be required for sewers laid on steep grades. All required pumping shall be carried out.
(3) 
Sewer pipes shall first be tested for exfiltration. Plugs shall be provided in manholes to isolate the test section. The pipe and manholes shall be filled with water to provide at the high points of the test section a minimum head of five feet above groundwater or the top of the pipe, whichever is higher. Approved standpipes or test pits shall be provided to check the groundwater levels. This level must be maintained for the duration of the test. Volumetric measurement of the water added shall be made. Exfiltration shall be limited to a maximum of 15 gallons per hour per inch of internal diameter per mile of sewer pipe.
(4) 
Upon completion of the exfiltration tests, sewer pipes shall be tested for infiltration. Groundwater levels must be permitted to return to their normal levels prior to test. Infiltration shall be checked using weirs, gauges and other measuring devices approved by the Engineer. Temporary bulkheads shall be provided to shut off all flow from above the section to be tested and pumps shall be provided downstream from the weir to keep it continuously drained for the duration of the test. Infiltration shall be limited to a maximum of 15 gallons per hour per inch of internal diameter per mile of sewer pipe. In addition, the owner and Engineer shall together inspect the interior of all pipe in wet weather, and all obvious leaks shall be repaired even though the total infiltration meets the requirements.
(5) 
For the purpose of determining the maximum permissible infiltration and exfiltration, an allowance of 1/2 gallon per manhole per hour shall be assumed. However, no allowance shall be made for the various lengths of building sewers. If infiltration or exfiltration exceeds the specified amounts, the owner shall do whatever is necessary to reduce the infiltration and exfiltration to within the specified limit, as approved.
(6) 
Force mains shall be bulkheaded as required and tested for leakage at a constant test pressure of 10 pounds per square inch higher than the anticipated working pressure of the pipe under operation. The duration of the test shall not be less than four hours, and leakage shall not exceed 2 1/2 gallons per hour per inch of internal diameter per mile of pipe.
H. 
Choice of pipe.
(1) 
The choice of pipe shall be optional with the owner as follows:
Sewer Diameter
(inches)
Depth to Invert
(feet)
Type and Class of Pipe
8
3-18
Asbestos cement, 2400; or vitra chem
10
4-15
Asbestos cement, 2400; or vitra chem
15-20
Asbestos cement, 3300
12
4-11
Asbestos cement, 2400; or reinforced concrete, III
11-12
Asbestos cement, 2400; or reinforced concrete, IV
12-14
Asbestos cement, 3300; or reinforced concrete, IV
14-18
Asbestos cement, 4000; or reinforced concrete, V
18-20
Asbestos cement, 5000; or reinforced concrete, VI
15
4-8
Reinforced concrete, III; or 15" or 16" asbestos cement, 2400
8-13
Reinforced concrete, IV; or 15" or 16" asbestos cement, 3300
13-17
Reinforced concrete, V; or 15" or 16" asbestos cement, 5000
17-20
Reinforced concrete, VI; or 15" or 16" asbestos cement pressure, 150
18
4-9
Asbestos cement, 3300; or reinforced concrete, III
9-12
Asbestos cement, 4000; or reinforced concrete, IV
12-14
Asbestos cement, 5000; or reinforced concrete, V
14-17
Asbestos cement pressure, 150; or reinforced concrete, V
21
5-14
Reinforced concrete, IV; or 21" or 24" asbestos cement pressure, 100
14-18
Reinforced concrete, V; or 21" or 24" asbestos cement pressure, 150
18-22
Reinforced concrete, VI; or 21" or 24" asbestos cement pressure, 150
24
6-14
Asbestos cement pressure, 100; or reinforced concrete, IV
14-19
Asbestos cement pressure, 150; or reinforced concrete, V
19-22
Asbestos cement pressure, 150; or reinforced concrete, VI
4-, 6- and 8-inch force mains
3-10
Asbestos cement pressure, 100; cast iron, 22
(2) 
Unless otherwise noted, no change in the class or material of sewer pipe shall be made between adjacent manholes, and the greatest depth of trench between the two adjacent manholes shall govern the class of pipe used for that particular section of sewer.
(3) 
The drawings submitted to the Engineer by the owner shall contain a detailed list of the type of pipe to be used for the various sections of the work, with the limits designated by street and station.
A. 
Location; residential building sewers.
(1) 
A building sewer shall be extended from the public sewer to within five feet of the inside face of the building foundation in a location which permits ready connection to the building drain. The building sewer shall be reviewed by the Engineer as to suitability of location, depth and slope. The actual location of the end of the building sewer shall be indicated on the working drawings filed with the Engineer.
(2) 
Residential building sewers shall be uniformly six inches in diameter from public sewer to building drain and be constructed of vitra chem pipe, Class 2400 asbestos cement pipe or cast iron soil pipe. Adapters shall be used where required.
B. 
Building sewers for commercial installations. Building sewers for commercial installations shall be not less than six inches in diameter from public sewer to building line and be constructed of the materials specified hereinbefore. The size of the building sewer for commercial installations is subject to review by the Engineer, depending upon the intended usage and flow requirements.
C. 
Bends. All major bends in building sewers shall be by standard fittings. Minor deflections may be made in building sewers without the use of fittings. Fittings shall demonstrate the same strength characteristics as the building sewer.
D. 
Requirements.
(1) 
Building sewers shall be laid at a uniform grade of not less than 1/8 inch per foot. The provisions for excavation and trenching included in these specifications shall apply to building sewer construction.
(2) 
Risers shall be used where public sewer is deeper than 14 feet below the grade.
(3) 
Watertight caps or plugs shall be provided for building sewers not connected to the building drains.
Upon completion of backfilling and compacting sewer trenches, the public roads shall be repaired. Base course of a minimum thickness of three inches shall be installed and maintained by the owner, at no cost to the Town, until approval is granted by the Engineer to complete paving in accordance with the requirements of the Town. On private thoroughfares, all effort shall be directed to compacting the trench areas prior to final grading of the subbase. The subbase shall meet the requirements of the Town. The owner shall provide such lights, barriers and guards as required by the Engineer for marking construction on public roads.
The Engineer reserves the right to issue supplemental specifications describing the workmanship and the material requirements for approved construction not defined by these specifications.
Design and criteria for pump stations shall be submitted to the Engineer prior to placement of purchase orders or the start of detail design.